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HomeMy WebLinkAboutSWP273635 (2) tisY Harrington Avenue NE � g Green Connection Stormwater Project www.ci.rentonma.us PROJECT OVERVIEW Ausqvst Clean Water -Safe Sidewalks - Green Streets Project Summary - • - Harrington Avenue Green Connection is a stonnwater management project that will demonstrate how bioretention N. HIGHLANDS PARK& stormwater facilities provide enhanced water quality HILLCREST SCHOOL = • x treatment to pollutant generating streets in Renton's Sunset "* '`'�* �` Community. The project is funded through a Department of Ecology grant and by the City of Renton Surface Water Utility. Street improvements will also include new pedestrian U) � amenities such as sidewalks, street trees, and crosswalks z� NE 16TH ST to make this a safer walkable street, ultimately connecting r0 ' a schools, homes, parks, and the library. oLU a PROJECT LOCATION McKNIGHT Project Goals .I AT HARRINGTON AVE NE MIDDLE ■ Capture stormwater runoff and mimic natural hydrology, SCHOOL LU . _w.. including aquifer recharge. Q r z ■ Protect Renton's beaches and fish habitats by reducing z EXISTING *`w pollution entering Johns Creek at Coulon Park and r RENTON Q' Lake Washington. F _ `� �'` '"� z C9 . + HIGHLANDS �O ■ Provide improved stormwater conveyance infrastructure. 'NE 12TH ST _z " . PARK LIBRARY cn • Demonstrate best stormwater management practices. t_ �= '� ,► �;w . w Provide these improvements with minimal construction Q 1�z , w impacts to the neighborhood. - ■ Improve pedestrian safety and provide a walkable route between schools, the public library, and parks. t � Project Schedule SUNSET 2013 2014 " '� TERRACE " � , F��� NE SUNSET BLVD tiQ �� aJ �'� 5Q `� 2J 3� k. �. .. A DESIGN �TO 4405 PERMITTING ; :• CONSTRUCTION 7 Rome ' Sc HIGHLANDS ELEMENTARY HOOL, ' HIGHLANDS PARK,&FUTURE City of Renton SUNSET PARK LIBRARY Project Contact:Hebb C.Bernardo,Project Manager Public Works Department,Surface Water Utility 1055 S Grady Way,5th FI,Renton,WA 98057 3 NORTH hbernardo@rentonwa.gov 425.430,7264 City of NwMan Bioretention with Underdrain Example Photos .� _:, Belmont. Portland SIDEWALK '"I 3 k HARRINGTON AVE NE .x IDTH VARIES ^' SE Ankeny Portland 3:1 SIDE SLOPE 18"BIORETENTION Y SOIL MIX 3"COMPOST UNDERDRAIN PIPE UNDERDRAIN BEDDING Bioretention Facilities The existing drainage system at Harrington Avenue collects stormwater runoff ;`;, from the street and discharges it, untreated, directly into Johns Creek and h Lake Washington. The bioretention facilities will collect the stormwater runoff from the street and provide water quality treatment to remove pollutants. , ', * Bioretention facilities provide a low cost, visually attractive alternative to NE 35th PI, Portland conventional stormwater management that can alleviate the problems "`' associated with those systems. ■ Planted swales capture and slow stormwater runoff from the roadway. Jll�li ■ Sediment and pollutants are filtered by plants and soil. ■ The filtered stormwater runoff soaks back into the native soil or flows into the city's existing stormwater system. A series of planted bioretention stormwater facilities with underground - "" •Ave NVV Seattle perforated pipes will be constructed along Harrison Avenue NE to capture i stormwater runoff. These installations will provide enhanced basic water quality treatment and will improve street aesthetics. The project was included as part of the Sunset Area Planned Action EIS and Master Drainage Plan that was adopted by the City Council Typical Bioretention Plants A Carex stipata Carex obnupta Cornus kelseyi Rudbeckia fulgida Iris douglasiana Juncus patens Spirea japonica Carex stipata Carex obnupta Corpus kelseyi Rudbeckia fulgida Iris douglasiana Juncus patens Spirea japonica Service Service Laves E Service Level C Service Level o ReconwrACWW Maintenance Activities Calegoly {Good Effort) 4a 4arate Ef uM PdrouVpervwus tmw inntrates wer,povers era up to ! waie InnTrates we pavers are wale does net inRrrate wel pavers vaaor debris.weed bun as requred povms 10%ck3p a mkumal panditg is between 10 4G%dogged and mirama! are more Vmn 40%clogged 4'4 otnerved pvOv+ rs observed t 4k@r t 2t Table Vt. Infiltration Infiltration Any evidence of a cell holding water for more than 24 hours needs to be reported to USM Green Stonnwater Operations and Failure Maintenance Asset Manager for monitoring or retrofitting Contact Drena Donofrio at 206-571-1566 er Table VII. Safet Y.Spill Prevention and Response,and Pest Control Service Service Level A i' Service Level B Service Level C Service Level D Cate Excellent Ettxt Good EffarQ Qftderate M Low Effort • Vegetation causes no visibility(tine . Vegetation causes minimal vis:Dbly • Vegetation causes visibility pine of • Vegetation causes visibility(fine SAFETY, of sgW or driver safety issues (fine of sight)or driver safety issues sight)or driver safety issues of sight)or driver safety issues MOBIUTY, • infrastructure is always accessbie infrastructure is mostly access+ble • In[rastructure is not accessible and • htfrastructura is not accessible ACCESS and has clear access path and has access path has clear access path and has dear access path • Vegetation around Wirt structure is Mast vegetation around infrastructure • Vegetation around infrastructure is • Vegetaton around infrastructure maintained al height to prevent is maintained at height to prevent will be damaged during routine It wi I be damaged during routine i damage during routine Carnage during routine maintenance maintenance maintenance maintenance • Fire hydrant access dearly visible • Fire hydrant access dearly vis'bte •Fire hydrant access clearly visible' • Fee hydrant access clearly visNe and accessible and access•bfe and accessible and accessatte • Vegetation does not impede Vegetation does not impede • Vegetaton does not'mpede • Vegetation does not impede pedestrian access pedestrian access Pedestrian access • Exercise sprs prevenuan measures whenever handling or storing potential contamMNrds. SPILL • Ferfiirers.Herbicides.Fungcides and Insecticides are prohibited mG51 PREVENTION 2a SPILL - Clean up Wis as soon as possible to prevent containnation of stormwaw RESPONSE PEST CONTROL' Bisects. �r • Standing water remains In the basin for ume perwds suitable to Insect devetop"ra. - tdenUy Uie cause of the standing water and take appropriate actions to address the problem. Rodents. - Rodent holes are present near the fad ty - Fill and compact SOU around the holes.. 2/ 1432 1510 4 n 1522 i _ r Y 1 r 0 ON _ ® � < r U f' VIP LLJ MCKNIGHT MIDDLE SCHOOL F _ � r r F� S n /g } s 0 ; North LEGEND Key Map 9 x. Deciduous Street TreeAIIIIIIIIIIIIIIIIELIL ' '-x a �` � �i�1 � e ;" �`� �+�►d t , � ��' e..� S � +4r, T Parallel Parking Lane Grass lawn x x- Sheet 1 of 4 BIORETENTION FACILITY PLANTS: September 20, 2013 Carex stipata Iris douglasiana Carex obnupta Juncus patens K BEFORE Cornus kelseyi Spirea japonica ANk HARRISON AVE NE & INDEX AVE NE HBB Rudbeckia fulgida LANDSCAPE ARCHITECTURE a 2803 1318 2 t L f PE r rn - _ a W LU E: :1 In ?--+^!� Uj N — — — — — — — HARRINGTON AVE NE f r M — — — _ 20' to x — wm. .e, — — r 01. 1p i ids+ h r r MCKNIGHT MIDDLE SCHOOL PLAY FIELD µY i` t North LEGEND Key Map yy Deciduous Street Tree • Parallel Parking Lane Grass lawn •`'' -� Sheet 2 of 4 BIORETENTION FACILITY PLANTS: September 20, 2013 ,. Carex stipata Iris douglasiana ► . '` ' Carex obnupta Juncus patens � w..;4��„�, • ' Cornus kelseyi Spirea japonica HARRISON AVE NE & 13TH ST HBB Rudbeckia fulgida LANDSCAPE ARCHITECTURE w z z 1170 > �r `^ w F- Q t N I z O z z _u 1141 R W ■ sty \ Ln HARRINGTON AVE NELU LU • N v • _ AM x m k I f k •; North t I , LEGEND Key Map ,r r Deciduous Street Tree �s s �►a` ` Parallel Parking Lane Grass lawn Sheet 3 of 4 BIORETENTION FACILITY PLANTS: September 20, 2013 Carex stipata Iris douglasiana Carex obnupta Juncus patens • Cornus kelseyi Spirea japonica HARRISON AVE NE & GLENWOOD AVE NE HBB Rudbeckia fulgida LANDSCAPE ARCHITECTURE 1100 o M r HARRINGTON AVE NE 20, o V) - w N IW North LEGEND Key Map ra .& � t• A 4 Deciduous Street Tree ���'� ` �`�'"� � . 's a ` Parallel Parking Lane Grass lawn Sheet 4 of 4 ` BIORETENTION FACILITY PLANTS: n � September 20, 2013 . 4 Carex stipata Iris douglasiana Carex obnupta Juncus patens Cornus kelseyi Spirea japonica HBB Rudbeckia fulgida LANDSCAPE ARCHITECTURE Green Connection-Harrington Avenue NE NE 16th Street to NE loth Street Engineer's Estimate Schedule A-LID and Street Improvements Item Sec. Item Description Quantity Units Unit Price Total Price Specifications No. No. 1 1-04 Minor Changes 1 Adj: Eq.Adj. $ 30,000.00 2 1-09 Mobilization 1 LS LS $ 66,200.00 3 1-09 Construction Site Sign(s) 1 EA 1,000.00 $ 1,000.00 4 1-10 Traffic Control Labor (Min.Bid$34.00 per hour) 510 HR 50.00 $ 25,500.00 5 1-10 Traffic Control Supervisor 1 LS 12,750.00 $ 12,750.00 6 1-10 Construction Signs Class A 100 SF 15.00 $ 1,500.00 7 2-01 Clearing and Grubbing 1 AC 5,000.00 $ 5,000.00 8 2-01 Roadside Cleanup 1 Adj: Eq.Adj. $ 5,000.00 9 2-02 Remove Existing Tree 7 EA 184.44 $ 1,291.10 10 2-02 Removal of Storm Drainage Structures 4 EA 411.13 $ 1,644.51 11 2-02 Removal of Storm Drainage Pipes 433 LF 6.26 $ 2,712.66 12 2-02 Removal of Structures and Obstructions 1 LS 4,000.00 $ 4,000.00 13 2-02 Removal of Fence 135 LF 4.30 $ 580.47 14 2-02 Remove Cement Concrete Sidewalk 787 SY 12.00 $ 9,448.00 15 2-02 Removal of Curb and Gutter 574 LF 10.00 $ 5,740.00 16 2-03 Roadway Excavation Including Haul 487 CY 18.57 $ 9,049.79 17 2-03 Gravel Borrow Including Haul 211 CY 34.86 $ 7,365.51 17 2-09 Shoring or Extra Excavation Class B 8150 SF 1.00 $ 8,150.00 18 2-12 Construction Geotextile for Underground Drainage 230 SY 3.00 $ 690.00 19 4-04 Crushed Surfacing Base Course 588 TON 32.50 $ 19,097.48 20 4-04 Aggregate Base 281 TON 35.00 $ 9,820.42 21 5-04 HMA Cl.1/2-inch PG 64-22(Class B) 392 TON 92.50 $ 36,236.25 22 5-04 Planing Bituminious Pavement 100 SY 20.00 $ 2,000.00 23 6-13 Structural Earth Wall 140 SF 35.22 $ 4,930.35 24 7-01 Underdrain 8-inches Diam 220 LF 30.33 $ 6,671.52 25 7-01 Drain Pipe 8-inch Diam 170 LF 27.00 $ 4,590.00 26 7-01 Mineral Aggregate Type 26 60 TON 41.15 $ 2,481.30 27 7-04 Ductile Iron Storm Sewer Pipe 8-inch Diam 36 LF 42.65 $ 1,535.40 28 7-04 Ductile Iron Storm Sewer Pipe 12-inch Diam 30 LF 60.43 $ 1,812.90 29 7-04 Corroguate Polyethylene Storm Sewer Pipe 12-inches Diam. 1326 LF 52.56 $ 69,699.54 30 7-04 Corroguate Polyethylene Storm Sewer Pipe 18-inches Diam. 304 LF 65.00 $ 19,760.00 31 7-04 Testing Storm Sewer Pipe 1630 LF 2.00 $ 3,260.00 32 7-05 Drain Basin _ 9 EA 700.00 $ 6,300.00 33 7-05 Catch Basin Type 1 7 EA 1,200.00 $ 8,400.00 34 7-05 Catch Basin Type 1 with Beehive Grate 4 EA 1,400.00 $ 5,600.00 35 7-05 Catch Basin Type 1 L 1 EA 1,600.00 $ 1,600.00 36 7-05 Catch Basin Type 2,481nch Diam. 2 EA 2,200.00 $ 4,400.00 37 7-05 Catch Basin Type 2,481nch Diam.With Beehive Grate 1 EA 2,400.00 $ 2,400.00 38 7-05 Manhole Type 48 In.Diam.Type 1 1 EA 2,500.00 $ 2,500.00 39 7-05 Adjust Catch Basin 3 EA 525.00 $ 1,575.00 40 7-05 Catch Basin Solid Metal Cover 7 EA 271.40 $ 1,899.80 43 7-05 Adjust Valve Box 10 EA 450.00 $ 4,500.00 44 1 7-05 JAdjust Water Meter 10 EA 200.00 $ 2,000.00 46 7-05 Adjust Junction Box 1 EA 450.00 $ 450.00 47 7-08 Plugging Existing Pipe 2 EA 250.00 $ 500.00 48 7-05 Connecting to Drainage Structure 4 EA 400.00 $ 1,600.00 49 7-14 Relocate Existing Hydrant 3 EA 1,254.08 $ 3,762.23 50 7-15 Remove and Reset Water Meter 2 EA 1,000.00 $ 2,000.00 51 7-15 Water Service Connection 3/4-inch Diam. 3 EA 1,614.92 $ 4,844.77 52 7-19 8 Inch Clean Out 9 EA 200.00 $ 1,800.00 53 8-01 High Visibility Fence 1600 LF 5.001 $ 8,000.00 h:\p roj\eng.est\60%_Renton_LI D_20131213 12/13/2013 at 2:50 PM 1 of 2 h:\forms\fc016 Green Connection-Harrington Avenue NE NE 16th Street to NE IOth Street Engineer's Estimate Schedule A-LID and Street Improvements Item Sec. No. No. Item Description Quantity Units Unit Price Total Price Specifications 54 8-01 ESC Lead 24 Days 100.00 $ 2,400.00 55 8-01 SWPPP Preparation and General Permit Compliance 1 LS 8,000.00 $ 8,000.00 56 8-01 Temporary Water Pollution/Erosion Control Installation 1 LS 5,000.00 $ 5,000.00 57 8-01 Inlet Protection 14 EA 85.00 $ 1,190.00 58 8-02 Woodchip Mulch 46 CY 20.00 $ 920.00 59 8-02 Bioretention Soil 251 CY 65.00 $ 16,315.00 60 8-02 Topsoil Type A 824 CY 50.00 $ 41,200.00 61 8-02 PSIPE-Nyssa sylvatica/BLACK TUPELO(2"Cal) 9 EA 300.00 $ 2,700.00 62 8-02 PSIPE - Comus sericea 'Kelseyi' / KELSEYI DOGWOOD (2 gal. 908 EA 18.00 $ 16,344.00 cont.) 63 8-02 PSIPE-Iris douglasiana/PACIFIC COAST IRIS(4"cont.) 671 EA 2.50 $ 1,677.50 64 8-02 PSIPE-Juncus patens'Elk Blue'/ELK BLUE RUSH(4"cont.) 671 EA 2.50 $ 1,677.50 65 8-02 671 EA 2.50 $ 1,677.50 66 8-02 PSIPE-Juncus tenuis/SLENDER RUSH(4"cont.) 671 EA 2.50 $ 1,677.50 67 8-02 Sod Installation 7037 SF 1.25 $ 8,796.25 68 8-02 Property Restoration 1 LS 5,000.00 $ 5,000.00 69 8-02 Hand Water/Water Truck 1 LS 5,000.00 $ 5,000.00 70 8-04 Cement Concrete Traffic Curb and Gutter 2320 LF 25.00 $ 58,000.00 71 8-04 Inlet Curb Cut 8 EA 350.00 $ 2,800.00 72 8-04 Side Curb Cut 10 EA 200.00 $ 2,000.00 73 8-06 Residential Driveway Apron 495 SY 38.63 $ 19,123.76 74 8-12 Chain Link Fence Type 3 45 LF 35.00 $ 1,575.00 75 8-12 Wood Fence 80 LF 20.00 $ 1,600.00 76 8-26 Pervious Concrete Sidewalk 910 SY 60.00 $ 54,600.00 77 8-14 Cement Concrete Sidewalk 85 SY 50.00 $ 4,250.00 78 8-14 Cement Concrete Curb Ramp 12 EA 1,100.00 $ 13,200.00 79 8-18 Relocate Type III Mailbox Support w/boxes 5 EA 262.96 $ 1,314.79 80 8-21 Remove and Reset Street Sign 2 EA 262.96 $ 525.92 81 8-22 Plastic Crosswalk Line 710 LF 5.62 $ 3,989.23 82 8-22 Plastic Stop Line 48 LF 5.62 $ 269.69 83 8-22 Removin Plastic Crosswalk Line 170 LF 2.00 $ 340.00 84 9-03 Cobbles 39 CY 50.00 $ 1,928.40 85 - $ 86 $ Subtotal Schedule A $ 728,741.05 Contingency 15.0% $ 109,311.16 Sub total $ 838,052.20 Sales Taxes 9.5% $ 79,614.96 Sub total $ 917,667.16 Escalation to 2014 3.0% $ 27,530.01 Total $ 945,197.18 h:\proj\eng.est\60%_Renton_LI D_20131213 12/13/2013 at 2:50 PM 2 of 2 h:\forms\fc016 Green Connection-Harrington Avenue NE NE 16th Street to NE loth Street Engineer's Estimate Schedule A-LID and Street Improvements Item Sec. Item Description Quantity Units Unit Price Total Price Specifications No. No. 1 1-04 Minor Changes 1 Eq. Eq.Adj. $ 30,000.00 Adj. 2 1-09 Mobilization 1 LS LS $ 66,200.00 3 1-09 Construction Site Sign(s) 1 EA 1,000.00 $ 1,000.00 4 1-10 Traffic Control Labor (Min.Bid$34.00 per hour) 510 HR 50.00 $ 25,500.00 5 1-10 Traffic Control Supervisor 1 LS 12,750.00 $ 12,750.00 6 1-10 Construction Signs Class A 100 SF 15.00 $ 1,500.00 7 2-01 Clearing and Grubbing 1 AC 5,000.00 $ 5,000.00 8 2-01 Roadside Cleanup 1 Adj: Eq.Adj. $ 5,000.00 9 2-02 Remove Existing Tree 7 EA 184.44 $ 1,291.10 10 2-02 Removal of Storm Drainage Structures 4 EA 411.13 $ 1,644.51 11 2-02 Removal of Storm Drainage Pipes 433 LF 6.26 $ 2,712.66 12 2-02 Removal of Structures and Obstructions t LS 4,000.00 $ 4,000.00 13 2-02 Removal of Fence 135 LF 4.30 $ 580.47 14 2-02 Remove Cement Concrete Sidewalk 787 SY 12.00 $ 9,448.00 15 2-02 Removal of Curb and Gutter 574 LF 10.00 $ 5,740.00 16 2-03 Roadway Excavation Including Haul 487 CY 18.57 $ 9,049.79 17 2-03 Gravel Borrow Including Haul 211 CY 34.86 $ 7,365.51 17 2-09 Shoring or Extra Excavation Class B 8150 SF 1.00 $ 8,150.00 18 2-12 Construction Geotextile for Underground Drainage 230 SY 3.00 $ 690.00 19 4-04 Crushed Surfacing Base Course 588 TON 32.50 $ 19,097.48 20 4-04 Aggregate Base 281 TON 35.00 $ 9,820.42 21 5-04 HMA Cl.1/2-inch PG 64-22(Class B) 392 TON 92.50 $ 36,236.25 22 5-04 Planing Bituminious Pavement 100 SY 20.00 $ 2,000.00 23 6-13 Structural Earth Wall 140 SF 35.22 $ 4,930.35 24 7-01 Underdrain 8-inches Diam 220 LF 30.33 $ 6,671.52 25 7-01 Drain Pipe 8-inch Diam 170 LF 27.00 $ 4,590.00 26 7-01 Mineral Aggregate Type 26 60 TON 41.15 $ 2,481.30 27 7-04 Ductile Iron Storm Sewer Pipe 8-inch Diam 36 LF 42.65 $ 1,535.40 28 7-04 Ductile Iron Storm Sewer Pipe 12-inch Diam 30 LF 60.43 $ 1,812.90 29 7-04 Corroguate Polyethylene Storm Sewer Pipe 12-inches Diam. 1326 LF 52.56 $ 69,699.54 30 7-04 Corroguate Polyethylene Storm Sewer Pipe 18-inches Diam. 304 LF 65.00 $ 19,760.00 31 7-04 Testing Storm Sewer Pipe 1630 LF 2.00 $ 3,260.00 32 7-05 Drain Basin 9 EA 700.00 $ 6,300.00 33 7-05 Catch Basin Type 1 7 EA 1,200.00 $ 8,400.00 34 7-05 Catch Basin Type 1 with Beehive Grate 4 EA 1,400.00 $ 5,600.00 35 7-05 Catch Basin Type 1L 1 EA 1,600.00 $ 1,600.00 36 7-05 Catch Basin Type 2,481nch Diam. 2 EA 2,200.00 $ 4,400.00 37 7-05 Catch Basin Type 2,481nch Diam.With Beehive Grate 1 EA 2,400.00 $ 2,400.00 38 7-05 Manhole Type 48 In.Diam.Type 1 1 EA 2,500.00 $ 2,500.00 39 7-05 Adjust Catch Basin 3 EA 525.00 $ 1,575.00 40 7-05 Catch Basin Solid Metal Cover 7 EA 271.40 $ 1,899.80 43 7-05 Adjust Valve Box 10 EA 450.00 $ 4,500.00 44 7-05 Adjust Water Meter 10 EA 200.00 $ 2,000.00 46 7-05 Adjust Junction Box 1 EA 450.00 $ 450.00 47 7-08 Plugging Existing Pipe 2 EA 250.00 $ 500.00 48 7-05 Connecting to Drainage Structure 4 EA 400.00 $ 1,600.00 49 7-14 Relocate Existing Hydrant 3 EA 1,254.08 $ 3,762.23 50 7-15 1 Remove and Reset Water Meter 2 EA 1,000.00 $ 2,000.00 51 7-15 Water Service Connection 3/4-inch Diam. 3 EA 1,614.92 $ 4,844.77 52 7-19 8 Inch Clean Out 9 EA 200.00 $ 1,800.00 53 8-01 High Visibility Fence 1600 LF 5.00 $ 8,000.00 h:\proj\eng.est\60%_Renton_LI D_20131213 12/13/2013 at 2:50 PM 1 of 2 h:\forms\fc016 Green Connection-Harrington Avenue NE NE 16th Street to NE IOth Street Engineer's Estimate Schedule A-LID and Street Improvements Item Sec. No. No. Item Description Quantity Units Unit Price Total Price specifications 54 8-01 ESC Lead 24 Days 100.00 $ 2,400.00 55 8-01 SWPPP Preparation and General Permit Compliance 1 LS 8,000.00 $ 8,000.00 56 8-01 Temporary Water Pollution/Erosion Control Installation 1 LS 5,000.00 $ 5,000.00 57 8-01 Inlet Protection 14 EA 85.00 $ 1,190.00 58 8-02 Woodchip Mulch 46 CY 20.00 $ 920.00 59 8-02 Bioretention Soil 251 CY 65.00 $ 16,315.00 60 8-02 Topsoil Type A 824 CY 50.00 $ 41,200.00 61 8-02 PSIPE-Nyssa sylvatica/BLACK TUPELO(2"Cal) 9 EA 300.00 $ 2,700.00 62 8-02 PSIPE - Comus sericea 'Kelseyi' / KELSEYI DOGWOOD (2 gal. 908 EA 18.00 $ 16,344.00 cunt.) 63 8-02 PSIPE-Iris douglasiana/PACIFIC COAST IRIS(4"cont.) 671 EA 2.50 $ 1,677.50 64 8-02 PSIPE-_Juncus patens'Elk Blue'/ELK BLUE RUSH(4"cont.) 671 EA 2.50 $ 1,677.50 65 8-02 671 EA 2.50 $ 1,677.50 66 8-02 PSIPE-Juncus tenuis/SLENDER RUSH(4"cont.) 671 EA 2.50 $ 1,677.50 67 8-02 Sod Installation 7037 SF 1.25 $ 8,796.25 68 8-02 Property Restoration 1 LS 5,000.00 $ 5,000.00 69 8-02 Hand Water/Water Truck 1 LS 5,000.00 $ 5,000.00 70 8-04 Cement Concrete Traffic Curb and Gutter 2320 LF 25.00 $ 58,000.00 71 8-04 Inlet Curb Cut 8 EA 350.00 $ 2,800.00 72 8-04 Side Curb Cut 10 EA 200.00 $ 2,000.00 73 8-06 Residential Driveway Apron 495 SY 38.63 $ 19,123.76 74 8-12 Chain Link Fence Type 3 45 LF 35.00 $ 1,575.00 75 8-12 Wood Fence 80 LF 20.00 $ 1,600.00 76 8-26 Pervious Concrete Sidewalk 910 SY 60.00 $ 54,600.00 77 8-14 Cement Concrete Sidewalk 85 SY 50.00 $ 4,250.00 78 8-14 Cement Concrete Curb Ramp 12 EA 1,100.00 $ 13,200.00 79 8-18 Relocate Type III Mailbox Support w/boxes 5 EA 262.96 $ 1,314.79 80 8-21 Remove and Reset Street Sign 2 EA 262.96 $ 525.92 81 8-22 Plastic Crosswalk Line 710 LF 5.62 $ 3,989.23 82 8-22 Plastic Stop Line 48 LF 5.62 $ 269.69 83 8-22 Removing Plastic Crosswalk Line 170 LF 2.00 $ 340.00 84 9-03 Cobbles 39 CY 50.00 $ 1,928.40 85 $ - 86 $ Subtotal Schedule A $ 728,741.05 Contingency 15.0% $ 109,311.16 Sub total $ 838,052.20 Sales Taxes 9.5% $ 79,614.96 Sub total $ 917,667.16 Escalation to 2014 3.0% $ 27,530.01 Total $ 945,197.18 h:\proj\eng.est\60%_Renton_LI D_20131213 12/13/2013 at 2:50 PM 2 of 2 h:\forms\fc016 s' Green Connection-Harrington Avenue NE NE 16th Street to NE IOth Street Engineer's Estimate Schedule A-LID and Street Improvements Item Sec.No. No. Item Description Quantity Units Unit Price Total Price specifications 1 1-04 Minor Changes 1 Adj. Eq.Adj. $ 30,000.00 2 1-09 Mobilization 1 LS LS $ 66,200.00 3 1-09 Construction Site Sign(s) 1 EA 1,000.00 $ 1,000.00 4 1-10 Traffic Control Labor (Min.Bid$34.00 per hour) 510 HR 50.00 $ 25,500.00 5 1-10 Traffic Control Supervisor 1 LS 12,750.00 $ 12,750.00 6 1-10 Construction Signs Class A 100 SF 15.00 $ 1,500.00 7 2-01 Clearing and Grubbing 1 AC 5,000.00 $ 5,000.00 8 2-01 Roadside Cleanup 1 Adj: Eq.Adj. $ 5,000.00 9 2-02 Remove Existing Tree 7 EA 184.44 $ 1,291.10 10 2-02 Removal of Storm Drainage Structures 4 1 EA 411.13 $ 1,644.51 11 2-02 Removal of Storm Drainage Pipes 433 LF 6.26 $ 2,712.66 12 1 2-02 Removal of Structures and Obstructions 1 LS 4,000.00 $ 4,000.00 13 2-02 Removal of Fence 135 LF 4.30 $ 580.47 14 2-02 Remove Cement Concrete Sidewalk 787 SY 12.00 $ 9,448.00 15 2-02 Removal of Curb and Gutter 574 LF 10.00 $ 5,740.00 16 2-03 Roadway Excavation Including Haul 487 CY 18.57 $ 9,049.79 17 2-03 Gravel Borrow Including Haul 211 CY 34.86 $ 7,365.51 17 2-09 Shoring or Extra Excavation Class B 8150 SF 1.00 $ 8,150.00 18 2-12 Construction Geotextile for Underground Drainage 230 SY 3.00 $ 690.00 19 4-04 Crushed Surfacing Base Course 588 TON 32.50 $ 19,097.48 20 4-04 Aggregate Base 281 TON 35.00 $ 9,820.42 21 5-04 HMA Cl. 1/2-inch PG 64-22(Class B) 392 TON 92.50 $ 36,236.25 22 5-04 Planing Bituminious Pavement 100 SY 20.00 $ 2,000.00 23 6-13 Structural Earth Wall 140 SF 35.22 $ 4,930.35 24 7-01 Underdrain 8-inches Diam 220 LF 30.33 $ 6,671.52 25 7-01 Drain Pipe 8-inch Diam 170 LF 27.00 $ 4,590.00 26 7-01 Mineral Aggregate Type 26 60 TON 41.15 $ 2,481.30 27 7-04 Ductile Iron Storm Sewer Pipe 8-inch Diam 36 LF 42.65 $ 1,535.40 28 7-04 Ductile Iron Storm Sewer Pipe 12-inch Diam 30 LF 60.43 $ 1,812.90 29 7-04 Corroguate Polyethylene Storm Sewer Pipe 12-inches Diam. 1326 LF 52.56 $ 69,699.54 30 7-04 Corroguate Polyethylene Storm Sewer Pipe 18-inches Diam. 304 LF 65.00 $ 19,760.00 31 7-04 Testing Storm Sewer Pipe 1630 LF 2.00 $ 3,260.00 32 7-05 Drain Basin 9 EA 700.00 $ 6,300.00 33 7-05 Catch Basin Type 1 7 EA 1,200.00 $ 8,400.00 34 7-05 Catch Basin Type 1 with Beehive Grate 4 EA 1,400.00 $ 5,600.00 35 7-05 Catch Basin Type 1L 1 EA 1,600.00 $ 1,600.00 36 7-05 Catch Basin Type 2,481nch Diam. 2 EA 2,200.00 $ 4,400.00 37 7-05 Catch Basin Type 2,481nch Diam.With Beehive Grate 1 EA 2,400.00 $ 2,400.00 38 7-05 Manhole Type 48 In.Diam.Type 1 1 EA 2,500.00 $ 2,500.00 39 7-05 Adjust Catch Basin 3 EA 525.00 $ 1,575.00 40 7-05 Catch Basin Solid Metal Cover 7 EA 271.40 $ 1,899.80 43 7-05 Adjust Valve Box 10 EA 450.00 $ 4,500.00 44 7-05 Adjust Water Meter 10 EA 200.00 $ 2,000.00 46 7-05 Adjust Junction Box 1 EA 450.00 $ 450.00 47 7-08 Plugging Existing Pipe 2 EA 250.00 $ 500.00 48 7-05 Connecting to Drainage Structure 4 EA 400.00 $ 1,600.00 49 7-14 Relocate Existing Hydrant 3 EA 1,254.08 $ 3,762.23 50 7-15 Remove and Reset Water Meter 2 EA 1,000.00 $ 2,000.00 51 7-15 Water Service Connection 3/4-inch Diam. 3 EA 1,614.92 $ 4,844.77 52 7-19 8 Inch Clean Out 9 EA 200.00 $ 1,800.00 53 8-01 High Visibility Fence 1 1600 LF 5.001 $ 8,000.00 h:\p roj\eng.est\60%_Renton_LI D_20131213 12/13/2013 at 2:50 PM 1 of 2 h:\forms\fc016 Green Connection-Harrington Avenue NE NE 16th Street to NE IOth Street Engineer's Estimate Schedule A -LID and Street Improvements Item Sec. No. No. Item Description Quantity Units Unit Price Total Price Specifications 54 8-01 ESC Lead 24 Days 100.00 $ 2,400.00 55 8-01 SWPPP Preparation and General Permit Compliance 1 LS 8,000.00 $ 8,000.00 56 8-01 Temporary Water Pollution/Erosion Control Installation 1 LS 5,000.00 $ 5,000.00 57 8-01 Inlet Protection 14 EA 85.00 $ 1,190.00 58 8-02 Woodchip Mulch 46 CY 20.00 $ 920.00 59 8-02 Bioretention Soil 251 CY 65.00 $ 16,315.00 60 8-02 Topsoil Type A 824 CY 50.00 $ 41,200.00 61 8-02 PSIPE-Nyssa sylvatica/BLACK TUPELO(2"Cal) 9 EA 300.00 $ 2,700.00 62 8-02 PSIPE - Comus sericea 'Kelseyi' / KELSEYI DOGWOOD (2 gal. 908 EA 18.00 $ 16,344.00 cont.) 63 8-02 PSIPE-Iris douglasiana/PACIFIC COAST IRIS(4"cont.) 671 EA 2.50 $ 1,677.50 64 8-02 PSIPE-_Juncus patens'Elk Blue'/ELK BLUE RUSH(4"cont.) 671 EA 2.50 $ 1,677.50 65 8-02 671 EA 2.50 $ 1,677.50 66 8-02 PSIPE-Juncus tenuis/SLENDER RUSH(4"cont.) 671 EA 2.50 $ 1,677.50 67 8-02 Sod Installation 7037 SF 1.25 $ 8,796.25 68 8-02 Property Restoration 1 LS 5,000.00 $ 5,000.00 69 8-02 Hand Water/Water Truck 1 LS 5,000.00 $ 5,000.00 70 1 8-04 Cement Concrete Traffic Curb and Gutter 2320 LF 25.00 $ 58,000.00 71 8-04 Inlet Curb Cut 8 EA 350.00 $ 2,800.00 72 8-04 Side Curb Cut 10 EA 200.00 $ 2,000.00 73 8-06 Residential Driveway Apron 495 SY 38.63 $ 19,123.76 74 8-12 Chain Link Fence Type 3 45 LF 35.00 $ 1,575.00 75 8-12 Wood Fence 80 LF 20.00 $ 1,600.00 76 8-26 Pervious Concrete Sidewalk 910 SY 60.00 $ 54,600.00 77 8-14 Cement Concrete Sidewalk 85 SY 50.00 $ 4,250.00 78 8-14 Cement Concrete Curb Ramp 12 EA 1,100.00 $ 13,200.00 79 8-18 Relocate Type III Mailbox Support w/boxes 5 EA 262.96 $ 1,314.79 80 8-21 Remove and Reset Street Sign 2 EA 262.96 $ 525.92 81 8-22 Plastic Crosswalk Line 710 LF 5.62 $ 3,989.23 82 8-22 Plastic Stop Line 48 LF 5.62 $ 269.69 83 8-22 Removing Plastic Crosswalk Line 170 LF 2.00 $ 340.00 84 9-03 Cobbles 39 CY 50.00 $ 1,928.40 85 $ - 86 Is Subtotal Schedule A $ 728,741.05 Contingency 15.0% $ 109,311.16 Sub total $ 838,052.20 Sales Taxes 9.5% $ 79,614.96 Sub total $ 917,667.16 Escalation to 2014 3.0% $ 27,530.01 Total $ 945,197.18 h:\proj\eng.est\60%_Re nto n_LI D_20131213 12/13/2013 at 2:50 PM 2 of 2 h:\forms\fc016 BID AND CONTRACT DOCUMENTS FOR Green Connection: Harrington Ave NE Phase 1, NE 161h Street to NE loth Street. City of Renton Public Works 1055 5. Grady Way Renton, WA 98057 60% Draft Submittal December 2013 1 l Introduction Special Provisions shall be used in conjunction with the 2012 Standard Specifications for Road, Bridge, and Municipal Construction. Division 1 General Requirements 1-10 Temporary Traffic Control 1-10.1 General Section 1-10.1 is supplemented with the following.- The Contractor shall provide traffic control plans to the City of Renton for review and approval a minimum of ten (10) working days prior to implementation. The plans as provided by the Contractor shall include and not be limited to the following information: • Stop bar locations with station and offset to verify safety of intersection turning radius for vehicles. • Minimum lane widths provided for vehicular travel. • Turn pocket length, gap. And tapers in conformance with WSDOT standard plans. The Contractor shall provide flaggers, signs, and other traffic control devices not otherwise specified as being furnished by the Contracting Agency. The Contractor shall erect and maintain all construction signs, warning signs, detour signs, and other traffic control devices necessary to warn and protect the public at all times from injury or damage as a result of the Contractor's operations which may occur on highways, roads, streets, sidewalks, or paths. No work shall be done on or adjacent to any traveled way until all necessary signs and traffic control devices are in place. City of Renton Project Signs City of Renton Project signs shall be considered Construction Signs Class A. The Contractor shall provide a three (3) project signs per the standard detail within the appendix. 1-10.2 Traffic Control Management 1-10.2(1)General Section 1-10.2(1) is supplemented with the following: Only training with WSDOT TCS card and WSDOT training curriculum is recognized in the State of Washington. The Traffic Control Supervisor shall be certified by one of the following: The Northwest Laborers-Employers Training Trust 27055 Ohio Ave. Kingston, WA 98346 (360) 297-3035 Evergreen Safety Council 401 Pontius Ave. N. Seattle, WA 98109 1-800-521-0778 or (206) 382-4090 2 ` The American Traffic Safety Services Association 15 Riverside Parkway, Suite 100 Fredericksburg, Virginia 22406-1022 Training Dept. Toll Free (877) 642-4637 Phone: (540) 368-1701 1-10.2(2) Traffic Control Plans Section 1-10.2(2) is supplemented with the following: The following minimum Traffic Control requirements shall be maintained during the construction of the project: • The Contractor shall maintain continuous two-way traffic along streets throughout the project site. The Contractor shall have the option, with the approval of the Engineer, of momentarily interrupting the continuous two-way traffic to allow one-way traffic. Such interruptions shall utilize qualified flaggers placed in strategic locations to insure the public safety and minimize driver confusion. A momentary interruption shall be defined as a period of time not to exceed two (2) minutes. Regardless of the period of time no queue greater than ten (10) cars in length will be allowed. • The Contractor shall be responsible for notifying all affected property owners prior to commencing the barricading of streets, sidewalks and driveways. • Signs and barricades shall be supplemented by lanterns or flasher units during the hours of darkness. • Drivers of motor vehicles used in connection with the construction shall obey traffic rules posted for such location in the same manner and under the same restrictions as provided for the drivers of private vehicles. • The Contractor shall, at all times throughout the project, conduct the work in such a manner as will obstruct and inconvenience vehicular and pedestrian traffic as little as possible. The streets, sidewalks and private driveways shall be kept open by the Contractor except for the brief periods when actual work is being done. The Contractor shall so conduct his operations so as to have under construction no greater length or amount of work than he can prosecute vigorously and he shall not open up sections of the work and leave them in an unfinished condition. See Section 1-07.23(1) for additional driveway closure requirements. • The Contractor shall provide traffic cones, barricades and drums, with warning lights in sufficient number and in good condition as required to protect the work and the public throughout the length of the job. Traffic Safety Drums with flashers in addition to temporary striping will be used to channelize traffic through construction zones. Opposing lanes of traffic will be separated by pylons when clearance for drums is not adequate. All signing and channelization shall be per current MUTCD standards. • Temporary paint striping, reflective marking tape, and/or retroreflective tubular markers shall be required for each shift of traffic control. The Contractor shall provide temporary striping, reflective marking tape, and/or retroreflective tubular markers as required at the direction of the Engineer. Paint, reflective marking tape, and/or retroreflective tubular markers used for temporary striping shall meet the requirement of Section 8-23 of these Special Provisions. • The Contractor provided Traffic Control Plans shall lay out traffic control device spacing, tapers, etc., to scale, shall contain accurate dimensions and legends and shall be signed by the preparer. 3 Division 2 Earthwork 2-02 Removal of Structures and Obstructions 2-02.3 Construction Requirements Supplement Section 2-02.3 is supplemented with the following: 2-02.3(3)Removal of Pavement, Sidewalks, Curbs, and Gutters Section 2-02.3(3) is supplemented with the following: The approximate thickness of the HMA pavement is 4 inches. 2-02.4 Measurement Supplement Section 2-02.4 is supplemented with the following: Pavement removal will be measured by the square yard. Sidewalk removal will be measured by the square yard. Curb and gutter removal will be measured by the linear foot. Drainage structure removal will be measured by each Drainage pipe removal will be measured by the linear foot. Tree removal will be measured by each 2-02.5 Payment Supplement Section 2-02.5 is supplemented with the following: "Removing Miscellaneous Traffic Item", lump sum. "Removing HMA Pavement", per square yard. The cost associate with the removal of the existing pavement shall include the sawcut of the pavement. "Removing Cement Conc. Sidewalk", per square yard. "Removing Traffic Curb", per linear foot. "Removing Existing tree", per each. "Removing Existing Drainage Pipe", per linear foot. "Removing Existing Drainage Structure", per each. The cost associate with the removal of existing drainage pipe and structure shall include the excavation, backfill of native soil and disposal of the items. 4 Division 4 Bases 4-04 Ballast and Crushed Surfacing 4-04.3 Materials Supplement Supplement with the following: Aggregate base 9-03.1(4)C The aggregate base shall be AASHTO Grading No. 57. 4-04.4 Measurement Supplement Section 4-04.4 is supplemented with the following: Aggregate base will be measured by the ton. 4-04.5 Payment Supplement Section 4-04.5 is supplemented with the following: "Aggregate Base, per ton, or per cubic yard. 5 Division 7 ' Drainage Structures, Storm Sewers, Sanitary Sewers, Water Mains, and Conduits 7-01 Drain 7-01.2 Materials Section 7-04.2 is supplemented with the following: Mineral Aggregate Type 26 9-03.12(6) 7-01.4 Measurement Mineral Aggregate Type 26 will be measured by weight placed within the neatline limits. 7-01.5 Payment "Mineral Aggregate Type 26", per Ton. 7-04 Storm Sewers 7-04.2 Materials Section 7-04.2 is supplemented with the following: The Contractor shall require the pipe suppliers to furnish certificates signed by their authorized representatives stating the specifications to which the materials or products were manufactured. Certificates indicating non-conformance with these Specifications shall be sufficient evidence for rejection. Approval of certificates shall be considered only as tentative acceptance of the materials or products, and such action by the Engineer will not relieve the Contractor of its responsibility to perform field tests and to replace or repair faulty materials, equipment, and/or workmanship. Ductile iron storm sewer pipe shall conform to the requirements of 9-05.13 7-04.3 Construction Requirements Section 7-04.3 is supplemented with the following: Pipe Fittings: All fittings shall be of the same material and class as the pipe. Existing storm sewer facilities: The Contractor shall field verify the location of existing storm sewer facilities. 7-04.3(1) Cleaning and Testing Section 7-04.3(1) is supplemented with the following: Cleaning and testing of storm sewer pipe shall be in accordance with Section 7-04.3(1) of the Standard Specifications, except as modified herein: Prior to testing, the storm sewers will be inspected by the Engineer. Any departures from the best construction practices, such as pipe line misalignment, presence of foreign matter in the pipes or 6 catch basins, poor catch basin construction, etc., shall be corrected by the Contractor at the Contractor's own expense. Testing will not be authorized until such corrections have been made. Should high groundwater conditions be encountered, the completed storm sewers may be required to be infiltration tested. Infiltration testing shall be utilized only when ordered by the Engineer. 7-04.3(2) Coordination with Utility Companies Section 7-04.3(2) is added: It is anticipated that minor vertical adjustments will need to be made by the utility companies to avoid the proposed storm drainage system. Known relocations have been shown on the Plans to be performed "by others". The Contractor shall identify any additional utility crossings that may conflict with the storm drainage system. The Contractor is responsible for coordinating anticipated relocation work with the respective utility companies. This coordination shall include contacting the utility company representative listed in Section 1-05.14(A) of these Special Provisions at least fifteen (15) working days prior to installing storm drain pipe that may conflict with the utility companies' respective facilities; and coordinating the construction of the storm drainage system with the respective utility construction crews. Coordination with utility companies shall be considered incidental to the Contract and no additional compensation will be made. 7-04.4 Measurement Section 7-04.4 is supplemented with the following: Ductile Iron Storm Sewer Pipe 8 In. Diam., shall be measured per linear foot. Ductile Iron Storm Sewer Pipe 12 In. Diam., shall be measured per linear foot. Structure excavation, backfill, pipe zone bedding and compaction of the pipe trench backfill (with native material) will not be measured. 7-04.5 Payment Section 7-04.5 is supplemented with the following: "Ductile Iron Storm Sewer Pipe 8 In. Diam.", per linear foot "Ductile Iron Storm Sewer Pipe 12 In. Diam.", per linear foot Excavation, pipe bedding and backfill and compaction of the trench (with native material) shall not be measured or paid for separately, but will be considered incidental to the pipe. The unit contract price per linear foot of storm sewer pipe of the kind and size specified shall be full pay for furnishing all labor, tools, equipment, and materials necessary for its complete installation, including all pavement removal, trench excavation, removal of existing storm sewer pipe, dewatering (if required), laying pipe, pipe bedding, backfill (with native material), compaction, locating tracer wire, connection to new or existing storm sewers or drainage structures, appurtenances such as tees, pipe collars, and other items, or structures, surface restoration, haul and disposal of trench material to be wasted including unsuitable material, cleaning and testing costs related to maintaining existing drainage system during construction or to provide temporary drainage systems, and temporary patching hot mix to allow for the passage of traffic. The cost of adjusting location, inverts, securing or plugging new and existing storm sewers or structures, where shown on the Plans, shall be incidental to the other various bid items in the Contract and no further compensation will be made. If the Engineer determines that the native material is not satisfactory for trench backfill, Gravel Borrow Including Haul shall be used and paid for under Section 2-03 in these Special Provisions. The lump sum cost shall be full pay for furnishing all labor, tools, equipment, and materials necessary to complete the storm sewer connection according to the Plans and Specifications, including all excavation needed adjacent to the wall for the connections, shoring, temporary pipe connections, fittings, pipe backfill, cleanout, and concrete. 7-05 Manholes, Inlets, Catch Basins and Drywells 7-05.1 Description Section 7-05.1 is supplemented with the following: In the first paragraph, replace "Standard Plans" with "City of Renton Standard Detail" Where shown on the plans and as detailed, or as designated by the Engineer, the Contractor shall adjust catch basins to grade, install solid cover and frame on existing catch basin, install round locking solid cover on existing catch basins, install heavy duty manhole frame and lids, and install through curb inlets with vertical curb. Vaned grates and associated frame (Renton Standard Detail 204.00, and 204.20) shall be used for all catch basins located along curb lines unless otherwise noted in the plans. Where Through Curb Inlets are identified, Renton Standard Detail 203.00 and 204.30 with bi-directional vaned grates shall be used 7-05.3 Construction Requirements Section 7-05.3 is supplemented with the following: Backfill around catch basins shall be compacted by mechanical tampers in accordance with Section 2-03.3(14)C "Method B" of the Standard Specifications. Catch basin cover frames shall be installed on precast rings or as directed by the Engineer. All bricks shall be installed with full mortar coverage and shall be plastered to a depth of 3/4 inch on the outer surface. Catch basin covers shall be adjusted to the elevation designated by the Engineer. 7-05.3(1) Adjusting Manholes, Valves and Catch Basins to Grade Section 7-05.3(1) is supplemented with the following: Manholes, valves, catch basins, and other structures shall not be adjusted to final grade until the adjacent pavement is completed, at which time the center of each structure shall be carefully relocated from references previously established by the Contractor. The asphalt concrete pavement shall be removed to a neat circular shape for manholes and a neat rectangular shape for catch basins. The edge of the cut shall be 1 foot from the outside edge of the cast iron frame of the structure. The base materials and crushed rock shall be removed. The manhole and catch basin frames shall be lifted and reset to the final grade, plumb to the roadway, and shall remain operational and accessible. Commercial class concrete shall be placed in the entire void up to within, but not to exceed, 3 inches of the finished pavement surface. 8 The Contractor shall adjust the manholes and catch basins with pre-cast grade rings and mortar, or with rubber adjustment riser as required. Metal adjustment rings shall not be used. If more than three grade rings are required to adjust a manhole to final grade, including existing grade rings, the Contractor shall remove the existing cone section, install a pre-cast manhole section of sufficient height to limit the number of grade rings to a maximum of three, and reinstall the cone section prior to paving operations. Cover and grate frames shall be secured to structure permanently. A minimum of twenty-four hours after placement of the concrete or as directed by the Engineer, the edges of the removed asphalt pavement, the concrete surface, and the outer edge of the reset frame shall be painted with asphalt for tack coat. Hot Mix Asphalt top course shall then be placed and properly compacted to finished grade. The Hot Mix Asphalt (HMA) top course shall meet the requirements of Section 5-04 of the Standard Specifications. The joint between the patch and existing pavement shall then be painted with asphalt for tack coat and immediately covered with dry paving sand before the asphalt for tack coat solidifies. The Contractor shall provide and install valve operation extensions for the adjusted valve boxes that put the operating nut greater than 36 inches below the final grade. Junction boxes shall be adjusted to the final grade of surrounding finished surface. Conduits and wiring entering the junction box shall be sufficiently exposed to allow the box to be adjusted. 7-05.3(2) Abandon Existing Manholes Section 7-05.3(2) is supplemented with the following: The requirements of this section shall also apply to abandoning existing catch basins. Abandonment of existing catch basins shall be conducted in such a manner to prevent damage to surrounding facilities including any existing storm drainage, sanitary sewer, electrical conduits or other facilities to remain. All remaining facilities including storm drainage, sanitary sewer and electrical conduits damaged due to the Contractors operations shall be replaced by the Contractor to the satisfaction of the Engineer at no additional cost to the Contracting Agency. Backfilling of catch basins to be abandoned and replaced shall not be performed until -the new catch basin is installed in accordance with Section 7-05 of the Standard Specifications as modified by amendment or special provision. All labor, materials and equipment required to backfill the catch basins shall be considered incidental to the construction and installation of the storm drain and catch basin. Backfilling of catch basins to be abandoned shall be done with gravel borrow and paid for per the unit contract price for Gravel Borrow. Prior to backfilling any voids, the Contractor shall plug any abandoned pipe with commercial concrete in accordance with Section 7-08.3(4) of the Standard Specifications. 7-05.3(3) Connections to Existing Manholes Section 7-05.3(3) is supplemented with the following: The requirements of this section shall also apply to connections to existing catch basins. 7-05.3(5) Solid Cover and Frame Section 7-05.3(5) is added: 9 Remove existing frame and grate and provide new frame with solid cover in accordance with the requirements of Section 7-05.3 and Renton Standard Detail 204.00, Standard Frame, and 204.10, Solid Cover. 7-05.3(6) Round Locking Solid Cover Section 7-05.3(6) is added: Remove existing frame and grate and provide new frame with round solid locking cover in accordance with the requirements of Section 7-05.3, Renton Standard Detail 240.50 Storm Round Frame and Cover, and the detail shown in the plans. 7-05.3(9) Connection to Existing Pipe Section 7-05.3(9) is added: The contractor shall connect (or reconnect) existing pipes to the new manholes or catch basins without disturbing flow from upstream or downstream locations. All costs associated with this work shall be included in the unit contract prices for the related items of work, where the related items of work are defined as the closest drainage item for which a pay item is provided. 7-05.3(10) Drain Basin Section 7-05.3(10) is added: Drain Basin shall be 18 inches diameter plastic Nyloplast basin from ADS or approve equal. The basin shall include an 18 inches diameter locking grate. All costs associated with this work shall be included in the unit contract prices for the related items of work, where the related items of work are defined as the closest drainage item for which a pay item is provided. 7-05.4 Measurement Section 7-05.4 is supplemented with the following: Drain Basin will be measured per each. Catch Basin Type 1 with Beehive Grate, will be measured per each. Catch Basin Type 2, 48 Inch with Beehive Grate, will be measured per each. Adjust Utility Valve to Grade, will be measured per each. Adjust Junction Box, will be measured per each. Solid Cover and Frame, will be measured per each. Round Locking Solid Cover, will be measured per each. Connect to Existing Catch Basin, will be measured per each. Connect to Existing Manhole, will be measured per each. 7-05.5 Payment Section 7-05.5 is supplemented with the following: "Drain Basin", per each The unit price of drain basin shall include furnishing and installing of the basin with the locking grate and the threaded end cap at the end of the basin. 10 "Catch Basin Type 1 with Beehive Grate", per each "Catch Basin Type 2, 48 Inch with Beehive Grate", per each "Solid Cover and Frame", per each "Adjust Catch Basin to Grade", per each "Adjust Utility Valve to Grade", per each "Adjust Utility Manhole to Grade", per each "Adjust Junction Box", per each "Adjust Utility Meter to Grade", per each "Connect to Existing Catch Basin", per each. "Connect to Existing Manhole", per each. "Solid Cover and Frame", per each The unit contract price per each for the items listed shall be full pay for furnishing all labor, tools, equipment, and materials necessary to complete each unit according to the Plans and Specifications. This includes all-pavement removal and disposal, excavation, dewatering (if required), connections to existing pipe, foundation material, bedding, backfill, compaction, surface restoration, testing, and furnishing and placing of all accessories such as cast iron rings, traps, steps, grating, orifice plates, gate valves, flanges, structure conversion risers, and other items. 7-08 General Pipe Installation Requirements 7-08.3 Construction Requirements Section 7-08.3 is supplemented with the following: The Contractor may encounter groundwater in trench excavation depending on trench depth. The Contractor shall not dewater the excavation with wells or well points but shall keep the excavated trench free of water during pipe installation. This may be done with sheet piling and pumping within the excavation. The Contractor shall assess the situation and develop a plan to accommodate construction in groundwater. The Contractor shall be solely responsible for this groundwater/trench excavation control plan. All costs related to trench dewatering shall be included in the related items of work. 7-08.3(3) Backfilling Section 7-08.3(3) is supplemented with the following: Initial backfilling shall be performed only after inspection and approval of the installed pipe. Backfill shall be accomplished in such a manner that the pipe shall not be damaged by impact or overloading. All backfill for pipe trenches shall be mechanically compacted by a power operated mechanical tamper(s) as specified in Sections 7-08.3(3) of the Standard Specifications or other mechanical compaction device approved by the Engineer. If there is an excess of acceptable backfill material obtained from trench excavation at one location on the project, it shall be used at other locations on the project as directed by the Engineer. The cost of transporting the excess backfill material shall be considered incidental to the pipe or structure backfilled. Controlled Density Fill (CDF), per Special Provision 2-09.3(1)E, shall be placed where depicted in the plans, and where authorized by the Engineer, as described in these specifications. When CDF is to be placed within a pipe to be abandoned in place, the pipe interior shall be uniformly pre-wet to allow for uniform placement. Placement within pipes shall be performed from the 11 lowest point when practicable, otherwise sufficient vent holes shall be constructed by the Contractor, at no additional cost, to ensure void-free placement. Prior to filling the pipe, the downstream end of pipe shall pumped dry and fitted with a temporary plug that does not move and fully contains the CDF during placement, when necessary. The temporary plug shall be removed after adequate CDF strength has been attained. Pipes shall not be abandoned and filled where they are needed to convey offsite or project stormwater until after the permanent drainage system has been completed and sediment generating project activities have been completed. 7-15 Service Connection 7-15.3 Construction Requirements Water meter will be removed and reset at new location as shown in Plan or per Engineer's direction. 7-15.4 Measurement Remove and reset water meter will be measured per each. 7-15.5 Payment "Remove and reset water meter", per each. The unit contract price per each shall be full pay for all Work to remove, reuse and reset the existing meter box to a new location, and the necessary service connection to the relocated meter. 12 Division 8 Miscellaneous Construction 8-01 Erosion Control and Water Pollution Control 8-01.3 Construction Requirements 8-01.3(1)General Section 8-01.3(1) is supplemented with the following: (April 3, 2006) Submittals Section 8-01.3(1)A is supplemented with the following: Prior to beginning any concrete or grinding work, the Contractor shall submit a plan, for the Engineer's review and approval, outlining the procedures to be used to prevent high pH stormwater or dewatering water from entering surface waters. The plan shall include how the pH of the water will be maintained between pH 6.5 and pH 8.5 prior to being discharged from the project or entering surface waters. 8-01.3(1)B Erosion and Sediment Control (ESC) Lead Section 8-01.3(1)B is supplemented by the following; 4. The ESC Lead shall be responsible for the monitoring, reporting and recordkeeping requirements as specified in the Construction Stormwater General Permit and section 8-01.3(1)G. 8-01.3(1)F SWPPP Preparation and General Permit Compliance New Section Section 8-01.3(1)F is added: The Contractor shall prepare a Storm Water Pollution Prevention Plan, (SWPPP) that they shall use and implement in compliance with Department of Ecology's NPDES and State Waste Discharge General Permit for Stormwater Discharges Associated With Construction Activity (General Permit). This work shall include the following: a. Preparing, revising, maintaining the SWPPP in compliance with the General Permit; b. Designing and planning, sediment control/erosion control measures, (BMPs), needed to meet general permit requirements (including engineering calculations for temporary storage of construction stormwater); c. Planning, performing and reporting of storm water monitoring. For each construction stage the SWPPP shall be revised and updated by the Contractor, and submitted for approval to the Engineer. The SWPPP and Contractor's revisions shall consist of the Contractor's complete strategy to meet the requirements of the General Permit. The Contactor shall include and modify as necessary the Site Preparation and Erosion Control Plan drawings provided as part of the Contract Plans. The Contractor shall review and modify the SWPPP as necessary to be consistent with the actual work schedule, sequencing, and construction methods that will be used on the project. The SWPPP and revisions shall meet the requirements of the General Permit. The Contractor shall provide and maintain on-site the standby equipment and materials to comply with the General Permit. 13 The original SWPPP and any Contractor revisions shall document all the erosion and sediment control Best Management Practices (BMPs) proposed, whether permanent or temporary. The plan shall document installation procedures, materials, scheduling, and maintenance procedures for each erosion and sediment control BMP. The Contractor shall submit the updated/revised SWPPP for the Engineer's approval before any work begins. The Contractor shall allow at least five working days for the Engineer's review of the initial SWPPP update or any revisions to the SWPPP. Failure to approve all or part of any such plan shall not make the Contracting Agency liable to the Contractor for any work delays. The Contractor may not begin work without an approved Contractor's SWPPP. In addition, the SWPPP shall outline the procedures to be used to prevent high pH stormwater or dewatering water from entering surface waters. The plan shall include how the pH of the water will be maintained in compliance with the Construction Stormwater General Permit in Appendix C prior to being discharged from the project or entering surface waters. The Demolition and Erosion Control Plan included in the Plans shall be supplemented as necessary to meet the General Permit requirements. As part of the lump sum item "SWPPP Preparation and General Permit Compliance", the Contractor shall plan for and design all additional erosion control and water pollution control measures, systems, or BMPs necessary to meet the requirements of the General Permit. 8-01.3(1)G Stormwater Monitoring Requirements Section 8-01.3(1)G is added: As part of the item SWPPP and General Permit Compliance, monitoring of stormwater shall be conducted for comparisons to benchmark values for turbidity and pH as described in the General Permit, The Contractor shall provide weekly stormwater monitoring of the project stormwater discharge locations for turbidity and pH as required for sites which disturb between 1 and 5 acres as described in the General Permit. In addition, the Contractor shall: 1. Review project maps, project definition, and the proposed construction schedule to understand when and where construction activities have the greatest potential to impact specific water quality parameters. 2. Assume two discharge locations to be monitored. Establish three specific project sampling locations for monitoring at each discharge location to determine background, outfall, and downstream water quality conditions. The Contractor shall assume: one discharge location for work on NE 12th Street one discharge location for work on NE 10th Street 3. Develop a map to be included in the SWPPP for approval that identifies the Contractor's proposed sampling station locations. Keep the map with the monitoring and reporting forms so personnel responsible for monitoring, recording and reporting can understand the locations and access the sampling stations. 4. Establish procedures that adapt to unanticipated events such as severe storms, schedule adjustments, modified construction techniques, etc. Submit any modifications to the procedures to the Project Engineer for approval. 5. Calibrate equipment according to manufacturers' recommendations and according to their specified schedule. If data appears suspect, perform additional calibrations immediately. The Contractor shall complete all online reporting as required by the NPDES permit. Payment for planning performing and the related reporting/record keeping for the storm water monitoring will be made under the lump sum item "SWPPP Preparation and General Permit Compliance". Turbidity and pH Exceedances Following any exceedances of the turbidity or pH benchmarks, the Contractor shall provide the following at no additional cost to the Contracting agency: 14 1. The necessary SWPPP revisions and on-site measures/revisions including additional source control, BMP maintenance, and/or additional stormwater treatment BMPs that are necessary to prevent continued exceedance of turbidly and/or pH benchmarks. 2. The regulatory notification to the Dept of Ecology and to the Engineer of any monitoring results requiring regulatory notification. 3. The additional daily sampling and reporting measures described in the General Permit to verify when project site runoff is in compliance. 8-01.3(2) Seeding, Fertilizing and Mulching 8-01.3(2)B Seeding and Fertilizing Section 8-01.3(2)B is supplemented with the following: Seeds shall be certified "Weed Free," indicating there are no noxious or nuisance weeds in the seed. 8-01.4 Measurement Section 8-01.4 is supplemented with the following.- No separate measurement for SWPPP, stormwater monitoring or additional daily monitoring if needed will be made. 8-01.5 Payment Section 8-01.5 is supplemented with the following: All work to construct the temporary sediment pond will be paid at the unit bid prices for the following items included in the bid proposal.- "SWPPP Preparation and General Permit Compliance", lump sum The lump sum contract price for the "SWPPP Preparation and General Permit Compliance" shall be full pay for all costs associated with complying with the Special and General Conditions of the General Permit; including creating, submitting, modifying and maintaining the SWPPP; design and submittal of erosion and sediment control BMPs including the temporary sediment pond; providing, maintaining on site the standby equipment and materials to comply with the General Permit; providing all stormwater monitoring and reporting, and other specified SPPPP requirements. 8-02 Roadside Restoration 8-02.1 Description Revise Delete first paragraph and replace with the following: This work shall consist of furnishing and installing topsoil type A, bioretention soil, wood chip mulch, , trees, shrubs, groundcovers, watering, controlling weeds and performing plant establishment and property restoration activities in accordance with these Specifications and as shown in the Plans or as directed by the Engineer. 15 See Section 7-22 Bioretention for bioretention soil mix and arborist wood chip mulch requirements. 8-02.2 Materials Supplement Supplement by adding the following: Materials shall meet the requirements of the following sections: Bioretention Soil Mix 7-22 Arborist Wood Chip Mulch 7-22 Topsoil 9-14.1 Mulch and Amendments 9-14.4 Plant Materials 9-14.6 Cobbles 9-03.11(2) Cobbles shall be approximate 4 inches in size per standard Specification 9-03,11(2). 8-02.3 Construction Requirements 8-02.3(1) Responsibility During Construction Supplement Supplement by adding the following: Landscape construction is anticipated to begin after all walls, curbs, sidewalks and associated work has been completed or as directed by the Engineer. Contractor shall report to the Engineer all deviation and/or conflicts between Contract Documents and site conditions prior to proceeding with the work. Extra work arising from failure to do so shall be done at the Contractor's expense. Contractor is responsible for ensuring positive drainage in all landscape areas. 8-02.3(2) Roadside Work Plan Supplement Supplement by adding the following: Within 30-calendar days after award of Main Contract, submit written documentation to the Engineer that all specified plant materials have been ordered. Documentation shall include list of suppliers' names, addresses, and phone numbers along with a list of respective growing or storage locations with addresses. The Contractor shall provide all plants of the size, species, variety, and quality noted and specified. If unavailable, the Contractor shall notify the Engineer in writing immediately and provide the names and telephone numbers of five (5) nursery suppliers that have been contacted. If substitution should be permitted, it can be made only with the prior written approval by the Engineer. 8-02.3(4) Topsoil Revise/Supplement Delete the last sentence of the first paragraph and replace with the following: 16 After the topsoil has been spread, all large clods, hard lumps and rocks 1-inch in diameter and larger, and litter shall be raked up, removed, and disposed of by the Contractor. Supplement by adding the following: Prior to installing Topsoil Type A, a percolation test shall be performed. This shall be accomplished by excavating three (3) pits with each pit being two (2) feet in depth. Location of pits shall be per Engineers field directive. Fill the pit with water and allow to drain for twenty-four (24) hours. After twenty-four (24) hours, re-fill the pit with water. If the time required for the pit to drain completely after being filled the second time is greater than twenty-four (24) hours, the Contractor shall notify the Engineer. The Contractor shall be paid for work required to solve the drainage problem, such as, installation of french drains or drainage sumps at a unit price basis and agreed upon by a Change Order prior to commencement of work. After the subgrade of tree, shrub and groundcover planting areas have graded, cleared, and scarified, install Topsoil Type A per Details shown on Plans. 8-02.3(5) Planting Area Preparation Revise/Supplement Delete the third paragraph and replace with the following.- Tree, shrub and groundcover planting areas shall be brought to a uniform finish grade of 3-inches below adjacent walls, walks, curbs, junction and valve boxes, catch basins, and driveways, prior to installation of mulch. All excess material and debris, stumps, and rocks larger than 1-inch, shall be removed and disposed of off the project site or as approved by the Engineer prior to placement of Topsoil Type A. Supplement by adding the following: All planting areas shall be finish graded and accepted by the Engineer before commencement of planting. Finish grade of planting areas shall allow for placement of mulch to be added to individual planting areas as specified herein. All grades shall flow smoothly into one another and provide positive stormwater drainage. The Contractor is responsible for any adverse drainage conditions that may affect plant growth unless the Contractor contacts the Engineer immediately, indicating any possible problem. 8-02.3(7) Layout of Planting Revise Delete entire section and revise by adding the following: The Contractor shall stake or otherwise mark the planting location of all trees and the perimeter of all planting areas for approval by the Engineer prior to installation. Tree locations shown in the Plans shall be considered approximate unless shown with stationing, offset distance or other layout references. 17 8-02.3(8) Planting Supplement Supplement by adding the following: Plant materials shall be hand watered by water truck at time of planting through completion of initial planting. Sufficient water shall be provided as required to maintain the plants in a healthy growing condition. Cost of water shall be considered incidental to the unit contract price for "Plant Selection ". 8-02.3(10) Fertilizer Supplement Supplement by adding the following: Fertilizer soil amendments are not allowed. 8-02.3(11) Wood Chip Mulch Supplement Add the following as a new section: Mulch of the type and depth specified shall be applied where shown in the Plans or as specified in the Special Provisions. Any contamination of the mulch due to the Contractor's operations shall be corrected to its former condition at the Contractor's expense. Mulch shall be feathered to the base of the plant and flush to the top of junction and valve boxes, curbs, and pavement edges. All plant crowns shall be free of mulch. Mulch placed to a thickness greater than specified shall be at no additional cost to the Contracting Agency. Areas receiving mulch shall be bare soil and free of unwanted vegetation before application. 8-02.3(12) Completion of Initial Planting Supplement Add the following as a new section: Confirm with city regarding maintenance and warranty of planting. Suggested starting point: Upon completion and acceptance of initial planting, the Engineer shall provide written acceptance. The date of written acceptance shall commence a one-year warranty period on the landscaping. At that time the City or the City's representative/Contractor shall begin maintenance of the plants A copy of the City's Landscape Maintenance Specifications is included in Appendix XX and XX If they have a special provision for this?). The Contractor shall review and accept this maintenance specification or propose modifications as appropriate for this project. Within two months before the one-year anniversary of written acceptance, the City will re-inspect the landscaping. A punch list will be prepared for items requiring replacement and/or repair. The Contractor shall make all necessary repairs and replacements within three weeks from the date of the punch list. If the Contractor fails to do this, the City may have these items corrected and will claim the costs against the Contractor's performance bond. 18 The City may elect to perform inspection of the landscaping at both five and eight months after written acceptance. The same requirements and guarantees for plant replacement shall apply. 8-02.3(14) Plant Replacement Supplement Supplement by adding the following: Repair or Replacement: Damaged plant material shall be repaired, and rejected plant material shall be replaced by the Contractor entirely at his expense. Exception shall be for replacement only, as provided in section "Vandalism or Accidental Loss" of this contract. Repairs shall be made immediately following notification. Replacements, however, shall be made only when directed by the Engineer. Replacement plants shall be the same species as originally provided and shall be of equal size to the remaining healthy trees, shrubs or groundcover. Dead plants shall be removed as directed by the Engineer who shall record plants removed. Vandalism or Accidental Loss: When it is determined by the Engineer that damage resulting in rejection or loss of plant material is the direct result of vandalism or accidental mechanical means, the Contractor's liability for cost of replacement shall be as follows: The Contractor shall make whatever additional replacements as may be required above the 10 percent amount when directed by the Engineer to do so. The Contractor will be compensated at unit contract prices for such additional replacements and no further payment will be made. Provisions of this section do not apply to damage or loss resulting from the Contractor's operations. 8-02.3(18) Property Restoration New Section Add the following as a new section: Roadside Planting for property restoration will consist of fine grading adjacent landscaped areas as directed, including adjustment and/or replacement of irrigation systems per Section 8-03 Irrigation System of the Standard Specifications. All materials shall conform to the applicable portions of Section 9-14 Erosion Control and Roadside Planting and 9-15 Irrigation System of the Standard Specifications. The Contractor is specifically reminded that any unnecessary damage caused by construction activities will be repaired at the Contractor's expense. Restore all disturbed areas to original condition or better. Grass areas shall be restored with sod lawn where directed. Removal of tree roots outside the limits of construction, as directed by the Engineer and under the supervision of a certified arborist, shall be paid under Property Restoration. Topsoil shall be Type A and Mulch shall be Wood Chip mulch. Payment for Property Restoration shall include but not be limited to fine grading, adjusting/replacing existing irrigation systems and planting soil and will be by force account as 19 described in Section 1-09.6 Force Account of the Standard Specifications, no other compensation will be allowed. Additional items of work will be compensated by force account. The Contractor is advised that protecting existing private irrigation systems from damage does not constitute a basis for claim or extra work. Property Restoration has been provided as a basis for modifications or improvements to private lighting systems and irrigation systems that may become necessary, but could not be foreseen prior to construction. 8-02.4 Measurement Supplement Supplement by adding the following.- No specific unit of measurement will apply to the force account item of"Property Restoration". Cobbles will be measured by ton. 8-02.5 Payment Supplement Supplement by adding the following: "Property Restoration" by force account. All costs for providing property restoration Work will be paid for by force account as specified in Section 1-09.6. To provide a common Proposal for all Bidders, the Contracting Agency has estimated the amount of force account for"Property Restoration" and has entered the amount in the Proposal to become a part of the total Bid by the Contractor. All costs for providing soil amendments will be paid for by force account as specified in Section 1- 09.6. To provide a common Proposal for all Bidders, the Contracting Agency has estimated the amount of force account for "Soil Amendment" and has entered the amount in the Proposal to become a part of the total Bid by the Contractor. "Cobbles", per ton. 8-04 Curbs, Gutters and Spillways 8-04.3(6) Inlet Curb Cut Section 8-04.3(6) is added with the following: Inlet curb cut shall be installed at shown in the contract drawings and constructed the same material as Cement Concrete Curb, Gutter, and Spillways as in Section 8-04.3(1). 8-04.3(7) Side Curb Cut Section 8-04.3(6) is added with the following: Side curb cut shall be installed at shown in the contract drawings and constructed the same material as Cement Concrete Curb, Gutter, and Spillways as in Section 8-04.3(1). 20 8-21 Permanent Signing 8-21.1 Description Replace Section 8-21.1 with the following: This work shall consist of furnishing and installing permanent signing, sign removal, sign relocation, and the project sign installation and removal, in accordance with the Plans, these Specifications, the Standard Plans, MUTCD, and the City of Renton Standard Details at the locations shown in the Plans or where designated by the Engineer. Signs to be removed as shown on the Plans, shall be returned to the Owner. 8-21.2 Materials Sentence three is deleted and replaced with the following: Materials for sign mounting shall conform to Section 9-28.11. 8-21.3 Construction Requirements 8-21.3(2) Placement of Signs Section 8-21.3(2) is supplemented with the following: The City of Renton, shall be contacted within 2 working days of completion of the permanent signing installation to inspect, inventory, and log all new and relocated signs. Other Signs: Refer to the currently adopted version of the Manual on Uniform Traffic Control Devices (MUTCD) with Washington State Supplements. 8-21.4 Measurement Section 8-21.4 is supplemented the following: Permanent signing will be measured per lump sum for the total of all items for complete signage to be furnished and installed. Measurement will be for the sum total of all items including labor, materials, tools, and equipment necessary to the furnishing and installing permanent signing, sign removal, and sign relocation. 8-21.5 Payment Section 8-21.5 is supplemented the following: Payment will also be made under the following: "Permanent Signing" per lump sum. The lump sum bid price in the Proposal will be full compensation for the costs of all labor, tools, equipment, and materials necessary or incidental to installing and removing all types of signs as shown on the plans and returning to the Owner. 8-22 Pavement Marking 8-22.1 Description Section 8-22.1 is supplemented with the following: Pavement markings shall conform to City of Renton Standard Details. Profiled and plastic lines shall conform to the pattern as shown on WSDOT Standard Plan M-20.20-01. 21 8-22.3 Construction Requirements 8-22.3(3)E Installation Section 8-22.3(3)E is supplemented with the following: Methyl Methacrylate Pavement Markings The material must be applied using a two-part process in a single pass. The first process consists of spraying of catalyzed material to form a solid continuous baseline. The second process consists of extruding a curtain of catalyzed material onto a rotating spindle to create the structure or agglomerates. The structure is applied on top of the baseline prior to the application of reflective media. Profiled methyl methacrylate lines shall be installed per WSDOT Standard Plan M20.20-01. 8-22.3(3)G Glass Beads Section 8-22.3(3)G is supplemented with the following: Methyl Methacrylate Pavement Markings Glass beads shall be applied at a rate of eight (8) to ten (10) pounds per one hundred square feet. Bonded core elements shall be applied at a rate of ten (10) grams per four (4) inch wide by one (1) linear foot of marking. 8-22.3(6) Removal of Pavement Markings Section 8-22.3(6) is supplemented with the following: The Contractor shall remove existing pavement markings consisting of paint, plastic and raised pavement markings. 8-22.4 Measurement Section 8-22.4 is supplemented with the following: Measurement for the removal of all pavement markings will be by the lump sum. 8-22.5 Payment Section 8-22.5 is deleted and replaced with the following: Payment will be made under the following bid items: "Plastic Crosswalk Line"; per square foot. 'Plastic Stop Line'; per linear foot. "Removing Crosswalk Line'; per lump sum. The lump sum bid price in the Proposal will be full compensation for the costs of all labor, tools, equipment, and materials necessary or incidental to removing all types of markings and disposing of off site. 8-26 Pervious Cement Concrete Sidewalk New 8-26.1 Description Section 8-26 describes work consisting of constructing pervious cementitious sidewalk and walkway applicationsincluding excavation, subgrade preparation, geotextile, and aggregate discharge subbase, that shall allow surface water to permeate through the pervious surface into the supporting materials to allow infiltration or detention of surface waters. 22 8-26.2 Materials Materials shall meet the requirements of the following Sections: Portland Cement and Blended Hydraulic Cement 9-01 Fine Aaareaate for Portland Cement Concrete 9-03.1(2) Aaareaates for Pervious Pavements 9-03.1(5) Crushed Gravel (Mineral Aaareaate) 9-03.11 Premolded Joint Filler for Through, Construction and 9-04.1(2) Curana Materials and Admixtures 9-23 Water 9-25 Portland cement shall be Tyyppe II, Type IP, or Type IS.. Blended hydraulic cement shall conform to the requirements of Section 9-01.2(4). Allowable Pozzolans: 1. Fly ash, if used, shall be Class F as specified in Section 9-23.9. 2. Ground granulated blast furnace slag, if used, shall be as specified in Section 9-23.10. 3. Microsilica fume shall not be allowed. See Sections 9-01 and 9-23 for additional constraints. Fine aggregate for pervious concrete shall be Class 1 as specified in Section 9-03.1(2). Coarse aggregates for pervious concrete shall conform to the requirements of Section 9-03.1(3). Unless otherwise specified or shown on the Drawings, aggregates for the discharge subbase gravel shall meet the requirements of Mineral Aggregate Type 24 per 9-03 or substitute material approved by the Engineer. Aggregates for the discharge subbase gravel shall meet the requirements of Mineral Aggregate Type 24 per 9-03 or substitute material approved by the Engineer. Premolded joint filler for isolation joints shall conform to the requirements of Section 9-04.1(2). Curing materials shall be sheet materials as specified in Section 9-23.1. Hydration stabilizing admixtures shall meet the requirements of ASTM C494, Type B or Type D. Microfibers shall conform to the requirements of ASTM C 1116, Type III and shall be inch in length. Unless otherwise specified or shown on the Drawings, geotextile shall be nonwoven and shall meet the requirements of Tables 1 and 2 of Section 9-37.2 for Moderate Survivability and Class C. 8-26.3 Construction Requirements 8-26.3(1) Pervious Concrete Mix Design The Contractor shall propose a mix design for pervious concrete and shall submit the mix design to the Engineer for acceptance prior to constructing the test panels. Pervious concrete shall not be placed in the test panels without a mix design that has been reviewed and accepted by the Engineer. 8-26.3(1)A Mix Design Criteria The Contractor shall include the following elements and results of the described procedures in the proposed mix design: 23 1. The cementitious1. The cementitious content, including pozzolans if used, shall be a minimum of 500 pounds per cubic yard. 2. The mix shall incorporate a hydration stabilizing admixture. 3. The mix shall incorporate '/2 inch microfibers at a rate of 1.5 pounds per cubic yard. 4. The mix shall be designed to have a total void content greater than 15 percent and less than 30 percent, in place, as constructed. (Void content of the mix will be determined from a minimum three (3) samples of four(4) inch diameter core samples from a finished test panels of the proposed mix design using the following method; see Section 8-26 .3(4) Al.) 5. The water/cement ratio shall be between 0.27 and 0.35. 6. Fine aggregate may be added to the mix, but shall not exceed three (3) cubic feet per cubic yard. 7. No more than 25 percent of portland cement in the mix, by weight, may be replaced by fly ash, ground granulated blast furnace slag, or a combination of both. 8-26.3(1)B Job Mix Formula (JMF) Once accepted by the Engineer, the mix design shall become the Job Mix Formula (JMF) and shall not be modified in any way. The JMF shall be determined from information submitted under Section 8- 26.3(2) and from results of test panels testing as described in Section 8-26.3(7)B. The JMF shall include the following: t Batch weights of all constituents. 2. Portland cement type and brand. 3. Pozzolan type and source. 4. Microfiber brand. 5. Admixture type and brand. 6. Aggregate source(s) and gradation(s). 7. Fresh density of the pervious concrete. 8. Unit weight of the hardened pervious concrete. Modifications to the JMF will not be allowed and any modified mix placed in the Work will be rejected. Proposed modifications to the JMF shall be submitted as a new mix design and shall require a new test panels to validate the proposed mix design and determine the new JMF. If accepted by the Engineer, the new mix design shall become the JMF. Only one (1) JMF shall be valid at any time. Admixture dosages may be modified as needed to maintain mix properties. 8-26.3(2) Submittals In accordance to Section 1-05.3, the Contractor shall submit the following items to the Engineer for acceptance prior to placing any pervious concrete pavement or test panels: 1. The source of all materials proposed for use in constructing pervious concrete sidewalks. 2. Batch weights for all constituents of one (1) cubic yard of the proposed pervious concrete mix. 3. The specific gravity (SSD) of all aggregates to be used in the proposed pervious concrete mix. 4. The proposed gradation of coarse and fine (if used) aggregates used in pervious concrete. 5. The designed volume in cubic feet of 1(one) cubic yard of the proposed pervious concrete mix. 6. The target voids content of the cured proposed cured pervious concrete mix. 24 7. The design water/ cement ratio of the proposed mix design. & The fresh density of the proposed pervious concrete mixture as determined using the jigging procedure outlined in ASTM C29. 9. The proposed gradation of aggregates to be used in the discharge subbase gravel. M Catalogue cuts for all proposed admixtures and geotextiles. ��. Chemical analyses of the portland cement and pozzolans, if used, for the current lot to be used in the production of the proposed pervious concrete mix. The Contractor shall maintain this submittal throughout the duration of the project as lots change. 12. Manufacturer certification(s) that the current lot of portland cement and pozzolans, if used, conform to the requirements of Section 8-26.2. The Contractor shall maintain this submittal throughout the duration of the project as lots change. 13. Current certification by the National Ready Mix Concrete Association (NRMCA) for the batch plant to be used in the production of pervious concrete. 14. Current certifications by the NRMCA for the trucks to be used in transporting pervious concrete from the batch plant to the point of placement. 15. Current certifications by the NRMCA for the Contractor's personnel who will be installing sidewalk for "Pervious Concrete Installer" and "Pervious Concrete Technician", as applicable. 8-26.3(3) Equipment The Contractor shall provide all equipment necessary for handling materials and performing all parts of the Work. Vibrators shall not be used for placement of pervious concrete. 8-26.3(3)A Batching Plant Pervious concrete shall be mixed in a batch plant meeting the provisions of Section 6-02.3(3)A. 8-26.3(3)B Mixer Trucks Pervious concrete shall be transported to the location of placement by a rolling drum mixer truck with current (within 12 months) certification by the NRMCA. Non-agitating trucks shall not be used for the transport of pervious concrete. 8-26.3(3)C Side Forms Pervious concrete sidewalks shall be constructed using side forms. Slip form paving will not be allowed. Forms for pervious concrete sidewalks shall be made of steel or wood and shall be in good condition, clean and be capable of being anchored in place so that they will be to true to grade, line and slope. Forms that are bent, warped, unclean or otherwise deemed inadequate by the Engineer, shall not be used. If pervious concrete is to be placed against a curb or other existing structure, the curb or structure shall be used as a side form for the pervious concrete sidewalk paving. Prior to inspection by the Engineer, the Contractor shall inspect all forms for line, grade and slope. No pervious concrete shall be placed until the forms are inspected and accepted by the Engineer. 8-26.3(3)D Finishing Equipment Finishing equipment for pervious concrete sidewalk paving shall be designed for the intended work, shall be clean and in good operating condition. Vibrating screeds shall not be used for striking off the pervious concrete. Equipment used for striking off the pervious concrete shall leave a smooth surface at the planned grades and shall not cause excess paste to be left on, or drawn to, the surface. The strike off apparatus shall be set up to allow the forms to be overfilled by 1�2 to % inch, or as necessary, to allow for compaction of the pervious concrete to grade. If rollers are used to compact, the rollers shall be of sufficient weight and width to compact the pervious concrete to grade without marring the surface. Rollers used for compacting pervious concrete shall not 25 cause the surface to close or otherwise clog and shall produce a surface that is free of ridges or other imperfections. Rollers used for producing contraction joints shall be designed and manufactured for the purpose, shall have sufficient weight to produce the joint and shall not otherwise damage or mar the surface. Tamps, hand finishing equipment and tools for joints shall be in good repair and adequate for the intended use. 8-26.3(3)E Joint Sawing Equipment Equipment for sawing joints in pervious concrete sidewalks shall be power driven concrete saws. Concrete saws shall not tear, spall or otherwise damage the pervious concrete. The Contractor shall maintain concrete saws in good operating condition and shall keep an adequate supply of blades on hand. Measures to collect dust and slurry during sawcutting operations shall be implemented by the Contractor. There shall be an adequate number of concrete saws and equipment on the project so that sawing may occur at a rate to prevent random cracking of the pervious concrete sidewalk; including contingency in the event of a breakdown. 8-26.3(3)F Smoothness Testing Equipment The Contractor shall provide a 10 foot straight edge to be used for measuring the profile of the pervious concrete sidewalk. The straight edge device shall be designed so that it may be easily moved from location to location without marring the surface of the freshly compacted pervious concrete. The 10 foot straight edge shall be accepted by the Engineer prior to placing pervious concrete. 8-26.3(4) Measuring and Batching Materials Measuring and batching materials for pervious concrete sidewalks shall conform to the requirements of Section 5-05.3(4)A. 8-26.3(4)A Acceptance For acceptance, pervious concrete sidewalk will be divided into lots as determined by the Engineer. A single lot will typically be represented by the lesser of: one (1) day's production or 360 square yards of pervious concrete in place. Where the Contractor has more than one crew placing pervious concrete, lots may be associated with each crew. Representative lot size will be determined to the nearest square yards. If no sample is taken on a Day that Day's quantities may be included in the next or previous Day's lot(s). Acceptance of a lot of pervious concrete sidewalk will be based on the following criteria: 1. Grade: Pervious concrete sidewalk shall be true to planned grades plus or minus '/2 inch and shall not deviate from grade more than inch in ten (10) feet. Where abutting existing facilities such as sidewalks, walkway, curbs, driveways or other pavements, the pervious concrete sidewalk will be flush and provide a transition that will not deviate in more than '/4 inch in ten (10) feet. 2. Line: Pervious concrete sidewalk margins shall be true to planned lines plus or minus '/2 inch at any point. 3. Slope: Pervious concrete sidewalk shall be sloped as shown on the Drawings. Slope shall be consistent to within 1/4 inch in ten (10) feet. 4. Conformance to JMF: The pervious concrete used shall conform to the JMF within the limits as set forth in Section 6-02.3(5)C and as determined from the accepted test panel. 5. Thickness (test panel only or when determined by the engineer): Three (3) core samples of four (4) inches in diameter may be taken from each test panel or lot for acceptance in accordance with ASTM C42. The Contractor shall provide measures to collect slurry and debris during coring operation in order to avoid sealing adjacent pavement. Each Core Sample shall be equal to the minimum section dept or more as specified in the Drawings (minimum 5 inches). After core's length and diameter is 26 measured, trim cores to uniform depth as specified in Section 8-26.3(4) Al for determining the weight. Core holes shall be filled by the Contractor with concrete meeting the JMF and shall match adjacent pavement texture and grade. 6. Unit Weight (test panel only or when determined by the engineer): The unit weight of each core sample taken for acceptance will be determined using the method described in Section 8-26.3(4)A1. The unit weight of the core sample for each lot shall be within eight (8) pounds per cubic foot of the unit weight as accepted in the JMF. T Infiltration Rate: The infiltration rate of each lot will be tested at four (4) random locations within the lot as described in Section 8-26.3(4)A2. The average of all four (4) tests shall be greater than 100 inches per hour. 8. Fresh Density: The fresh density will be measured using the jigging procedure outlined in ASTM C29 at the point of placement shall be within or equal to five (5) pounds per cubic foot of the fresh density indicated by the JMF. 9. Manufacturer's Certificate of Compliance: Each load of pervious concrete transported to the location of placement shall have an original Manufacturer's Certificate of Compliance as specified in Section 6-02.3(5)B delivered with the load. Photo copies, carbon copies or facsimiles are not acceptable. 10. Appearance: Each lot of finished pervious concrete sidewalk will be inspected for appearance by the Engineer. The pervious concrete sidewalk shall have a consistent surface texture, shall have no more than five (5) percent of the surface area within each panel (joint to joint) filled with paste, shall not be raveled, shall be free of ridges or other surface imperfections, shall have joints that are in the specified location and are constructed per specification, and shall be free of cracks. Quality Assurance Testing: Before final acceptance by the Engineer, the Contractor shall pressure wash the pervious concrete sidewalk. Pressure washing shall be provided and completed by using portable washer equipment working at a minimum of 3000 psi at 1.0 gpm. The nozzle shall be held a maximum of three (3) inches off the concrete surface. The Contractor shall pressure test three (3) locations per lot or as determined by the Engineer. Any sections of pervious concrete that breaks up, ravels, or does not infiltrate shall be removed and replaced with acceptable pervious concrete to the nearest joints. The Engineer will determine the acceptability of the concrete after pressure washing. The Contractor shall decide, after placing the pervious concrete, when to perform the quality assurance pressure wash testing for the acceptance. 27 8-26.3(4) Al Void Content of the Mix; Lab Test: The test panels will not be accepted unless each of the cores has a void content between 15 and 30 percent. Determine the bulk specific gravity (GB) of the core using the method described in ASTM D1188. Core samples shall be trimmed to 4-1/2 inches in depth to provide increased uniformity of test results. Trimming shall be squared and from the bottom of each pavement core samples. Dry the core samples at a temperature not to exceed 65 C (1501 F) until a constant mass (±0.1%) is obtained and allow to cool to ambient temperature. Remove paraffin coating from core samples. Weigh the core and record weight to the nearest 0.1 g. Use the pycnometer apparatus as described in ASTM D2041. Place core samples in calibrated pycnometer and cover completely with water. If the core sample is too large to be placed into the pycnometer, it may be broken into pieces and placed into the pycnometer together or the pieces may be evaluated separately. Place the lid on pycnometer and fasten it on a mechanical agitation device. Turn on the agitation device and slowly apply a vacuum to the pycnometer until the vacuum reaches 3.7 ± 0.3 kPa ± 2.5 mm Hg). The vacuum should be reached in less than 2 minutes. After the vacuum is achieved, maintain vacuum and agitation for a period of 15 ± 2 minutes. Slowly release the vacuum and determine the weight of the sample and pycnometer as described in paragraph 9.5.1 or paragraph 9.5.2 in ASTM 2041. Calculate specific gravity (Gmm) as described in paragraph 10.1.1 or paragraph 10.1.2 in ASTM 2041, as appropriate. If multiple procedures are run for separate pieces of the core, the weighted average of all of the runs will be the specific gravity (Gmm) of the core as a whole. Gmm = sum(Gmm1 x Wt1+Gmm2 x Wt2+....+ Gmmix Wti) / Wttotal The percentage of air voids will be calculated as: Voids mGmm E1338 x100% Gmm Where 28 [TYPE HERE] V = Voids in the Sample (%) Gmm = Specific Gravity of the Core Material Less Air Voids GB = Bulk Specific Gravity of the Core as determined by ASTM D1188 This Void Content lab test information shall be part of the Mix Design submittal. 8-26.3(4) A2 Infiltration Rate of the Mix; Field Test: Pervious concrete mix shall also have an infiltration rate equal to or greater than 100 inches per hour, in place, as constructed. The locations for conducting the infiltration tests shall be determined by the Engineer. The Contractor shall coordinate and schedule inspections with the Engineer a minimum of five (5) Working Days in advance. The infiltration rate will be measured in the following manner: The testing procedure shall be as follows: a) Place a pre- measured amount of water into the container. Water shall be free of suspended solids. The volume of water shall be determined to 2 significant figures. b) Pour the water onto the surface in one spot. Control the discharge rate by manually adjusting the angle of the spout so that the diameter of the pool of water is between 10 to 30 inches is maintained. Empty the container holding the spout over the spot until the pool of water vanishes. A 16-inch to 24-inch inch diameter tube (typically PVC 3-inch to 6-inch in height) and plumper's putty may be used to control the diameter of the pool ("controlled method") as desired by the Engineer. When using the controlled method, the height of the water in the tube should be maintained at approximately '/4 inch. c) Start the stopwatch when the water initially touches the concrete surface and stop it when the pool disappears from the surface. d) Measure the longest dimension (d1) of the dampened area. Measure the width (d2) of the pool perpendicular to d1. (use inside diameter of tube for controlled method) e) Repeat this procedure at a minimum of 4 separate locations. Infiltration Rate (IR) shall be calculated as follows: IR = (V x 3,326,400)/(p x d1 x d2 x t) inches per hour. IR is Infiltration Rate • V is the volume of water in gallons (typically 1 gallon or more) • d1 and d2 are the dimensions that were measured in inches. p is approximately 3.14159 t is the time in seconds 8-26.3(4)B Rejection Pervious concrete sidewalk that does not meet the acceptance criteria put forth in Section 8- 26.3(4)A will be rejected by the Engineer on a lot by lot basis. At the discretion of the Engineer, a localized area of pervious concrete sidewalk not meeting the requirements of items 1, 2, 3 and 8 of Section 8-26.3(4)A may be broken into a sublot bounded by planned joints. Pervious concrete sidewalk that has been rejected by the Engineer, or the Contractor, shall be removed and replaced at no additional cost to the Owner. 29 [TYPE HERE] ,I 8-26.3(5) Mixing Pervious Concrete Pervious concrete shall be batched and centrally mixed at a semi-automatic or automatic hatching plant with a current (within 2 years) certification from the NRMCA. Pervious concrete shall not be shrink mixed or transit mixed. The mixing time, after all materials have been delivered to the drum, shall not be less than 50 seconds or more than 90 seconds. The pervious concrete aggregates shall be uniformly coated with paste and shall be of the required consistency. After mixing, the pervious concrete shall be delivered to a truck meeting the requirements of Section 8-26.3(3)B for transport to the job site. Pervious concrete shall be placed no more than 90 minutes from the time water is added to the cement. Pervious concrete shall not be retempered. 8-26.3(5)A Limitations of Mixing Pervious Concrete Pervious concrete shall not be mixed, placed, compacted or finished when the natural light is inadequate, as determined by the Engineer, unless an adequate and accepted lighting system is in operation. Mixing and placing concrete shall be discontinued when a descending air temperature in the shade away from artificial heat reaches 50OF and shall not be resumed until an ascending air temperature in the shade and away from artificial heat reaches 45°F. Mixing and placing pervious concrete shall only occur when the ambient air temperature, as measured at the placement location away from the shade and away from artificial cooling sources, is less than 80°F. The temperature of pervious concrete shall not be less than 60oF when placed and shall at no time be greater than 90°F. 9 Pervious concrete shall not be mixed with aggregates less than 32°F. 0 0 F 8-26.3(6) Aggregate Discharge Subbase Pervious concrete sidewalk shall be constructed on an aggregate discharge subbase over the prepared subgrade. The aggregate discharge subbase shall be constructed to the lines, grades and thickness shown on the Drawings. Aggregate discharge subbase shall be as specified in Section 8-26.2 Aggregate discharge subbase material shall be a minimum of 6-inches placed over the preplaced geotextile as specified. Geotextile shall be shall be as specified in Section 8-26.2. Aggregate discharge subbase shall be placed in lifts not to exceed 12 inches non-compacted. The aggregate discharge subbase shall be compacted to the satisfaction of the Engineer. The compaction equipment shall be of sufficient weight and dimensions so as not to break or degrade the aggregate. In areas that are not accessible to equipment, other mechanical means may be used to compact the aggregate discharge subbase. Equipment used for compaction of the aggregate discharge subbase shall be accepted by the Engineer prior to use. The aggregate discharge subbase shall be true to grade and slope plus or minus 0.5 inches after compaction. Where the grade is low, the surface of the aggregate discharge subbase shall be scarified to a depth of two (2) inches, additional material added and recompacted. If there are high areas, the material shall be removed and the area recompacted. The Contractor shall take care to protect the aggregate discharge subbase from damage and contamination. Damage to the aggregate discharge subbase shall be repaired to the satisfaction of the Engineer at no additional cost. Contaminated aggregate discharge subbase shall be removed and replaced to limits as determined by the Engineer. The aggregate discharge subbase shall be inspected and accepted by the Engineer prior to placing any pervious concrete 30 ° [TYPE HERE] sidewalk. 31 i 8-26.3(6)A Subgrade Preparation Subgrade for pervious concrete sidewalk shall be excavated, graded and compacted as specified in Section 8-14.3(2) except that the subgrade shall be compacted to a relative density of 92 percent of optimum density of the subgrade soil as determined by ASTM D 698. Prior to placing the geotextile fabric, the surface of the subgrade shall be scarified to a depth of '/4 to '/2 inch. Once scarified, materials or equipment shall not be stored or permitted within the prepared subgrade area so as to avoid re-compaction of the scarified areas and diminishing the infiltration rate of the subgrade. Geotextile shall be placed on the prepared subgrade prior to placing aggregate discharge subbase as shown in the Drawings. Care shall be taken to provide full coverage and to prevent the geotextile from being torn. Damaged geotextile shall be repaired as indicated by the manufacturer and to the satisfaction of the Engineer. Overlaps of the geotextile shall be a minimum 1 foot or to the manufactures recommendation, whichever is greater. 8-26.3(7) Placing, Spreading and Compacting Pervious Concrete Standard methods of placing, spreading, and compacting shall be as described herein. However, the contractor may submit for review and approval by the Engineer, alternative methods of work that deviate from the standard methods described in this specification. Such methods shall be demonstrated through the test panels trial and will require final acceptance by the Engineer. Alternate methods that are rejected through the test panels will be discontinued. Methods described in this specification shall be used. 8-26.3(7)A Contractor's Qualifications The Contractor shall employ no less than one (1) NRMCA certified Pervious Concrete Craftsman who shall be on site, overseeing each placement crew during all pervious concrete placement, or the Contractor shall employ no less than three (3) NRMCA certified Pervious Concrete Installers, who shall be on site working as members of each placement crew during all pervious concrete placement, or the Contractor shall employ no less than three (3) NRMCA certified Pervious Concrete Technicians and one (1) Pervious Concrete Installer, who shall be on site working as members of each placement crew during all concrete placement unless otherwise specified. For those crews having personnel with NRMCA certified Pervious Concrete Technician certifications, the placement crew shall also successfully pass a Performance Evaluation required under NRMCA Pervious Concrete Installer certification. The pervious cement concrete sidewalk test panels installed at the project site may be utilized as the "mock-up" placement required for the NRMCA "mock-up" Performance Evaluation exam for Pervious Concrete Installer certification. If the "mock up" placement installed for NRMCA certification does not meet the project specifications, the "mock up" placement shall be removed at the Contractor's expense and a new pervious concrete sidewalk test panels shall be installed, tested and submitted for acceptance. Documentation of NRMCA certifications for the Contractor's personnel shall be submitted per Section 8-26.3(2) prior to proceeding with production placement of the pervious concrete sidewalks. 32 i If, in the opinion of the Engineer, personnel used for installing pervious concrete sidewalk are unqualified, inattentive to quality, or unsafe, they shall be removed or reassigned from installation of pervious concrete sidewalk at the written request of the Engineer. 8-26.3(7)B Test Panels Production placement of pervious concrete shall not occur until the Contractor has completed a test panels of pervious concrete sidewalk that meets all of the acceptance criteria herein and is accepted by the Engineer. The Contractor should allow time in his schedule for the construction and acceptance of the test panels. The Contractor shall construct test panels of pervious concrete sidewalk with a minimum area of 225 square feet. Test panels may be placed non-contiguously. The width of the test panels shall be equal to the nominal width of the sidewalk to be placed. The test panels shall be equivalent and representative of the production pervious concrete sidewalk in all aspects including subbase depth and preparation. The Engineer shall observe and accept each element of pervious concrete sidewalk construction. Construction and evaluation of the test panels will occur as follows: Notify the Engineer at least ten (10) Working Days before installing pervious concrete sidewalk test panels Coordinate the location of the test panels with the Engineer. Install the test panels in accordance with the Specifications and Drawings. Notify the Engineer when each element of the test panels is ready for inspection. Remove, replace, and dispose of any unsatisfactory portions of test panels as determined by the Engineer and at no additional cost. Failure to install acceptable test panels of pervious concrete will indicate an unqualified installer. Production sections of this Work shall not be placed until achieving a complete test panels that fully complies with the Drawings and Specifications and has written acceptance issued by the Engineer. The completed test panels shall be used to validate the pervious concrete mix design and establish the JMF. Unless others determined by the Engineer, three (3), four (4) inch, cores will be cut in accordance with ASTM C42 and these cores will be used to validate the mix design under the design criteria set forth in Section 8- 26.3(1)A and the acceptance criteria of 5- 06.3(4)A. The average unit weight of the cores as determined by ASTM D1188 shall be within eight (8) pounds per cubic foot of the average of the three (3) cores. The average unit weight of the cores shall be the unit weight used for the JMF. Core holes shall be filled by the Contractor with concrete meeting the proposed JMF and shall match adjacent pavement color, texture and grade. Three (3) infiltration tests will be conducted in the test panels for acceptance. Each of the infiltration tests shall meet the minimum infiltration rate requirement noted in Section 8-26.3(1)A. The completed and accepted test panels shall be maintained and protected throughout the duration of the Work and may not be demolished and disposed of without written permission from the Engineer. If the test panels are incorporated into the Work, it shall remain in place accepted as a single lot. 33 8-26.3(7)C Placing, Spreading and Compacting Prior to placing pervious concrete, the Engineer will inspect and accept all formwork and subbase/subgrade. All surfaces that will contact the finished pervious concrete shall be damp with no standing water. Pervious concrete shall not be placed on standing water or frozen materials. Pervious concrete sidewalk shall be placed on the prepared subbase as close to its final position as possible in a continuous operation so as to minimize evaporation. Where necessary, the pervious concrete may be spread with square edged shovels or rakes prior to strike off. The pervious concrete shall be struck off or screeded to a depth sufficient to allow for compaction to grade. Pervious concrete shall be placed in a single lift. Contractor's personnel shall take care to avoid foot traffic in the pervious concrete to prevent non-uniform compaction and to keep contaminating material from the mix. Foot traffic on fresh concrete shall not be allowed after it has been struck off. Within 20 minutes of discharge from the truck, the concrete shall be compacted, finished and covered for curing. The compacted effort shall be sufficient to compact the fresh pervious concrete to grade, not draw excessive paste to the surface and to leave a smooth finish. In areas where the roller cannot be brought to bear, hand tamping, or other methods accepted by the Engineer, may be used to compact the pervious concrete. Edges and plastic formed joints shall be finished by hand tooling with a '/z inch radius edging tool. Defects shall be repaired immediately. Pervious concrete shall be placed continuously. Where placement has been halted for a period of 15 minutes, a header shall be placed between the forms and a construction joint formed. Construction Joint shall be located at the same spacing of where a contraction joint would be. The pervious concrete shall be compacted and finished to the header before placement may continue. Upon resuming placement, the header may be carefully removed and a construction joint formed at that location. Any sloughing or sagging of the previously placed pervious concrete at the header location shall be corrected prior to placing new pervious concrete against the joint. 8-26.3(8) Joints Joints shall be of three (3) types: construction, contraction, isolation. Construction joints shall be formed at the end of a day's work or when necessary to stop production for any reason. Contraction joints shall be used to control random cracking. And, isolation joints shall be used where the pervious concrete abuts existing facilities or where shown on the Drawings. Wherever possible, the angle between intersecting joint shall be between 80 and 100 degrees. 8-26.3(8)A Construction Joints Construction joints shall be located as near as possible to the location of a planned contraction or isolation joint. Construction joints are to be formed by placing a header between the forms, at right angles, to the full depth of the finished pervious concrete, and set to the height of the forms. Pervious concrete shall be placed against the header and compacted and finished as normal, including edging. Upon resuming paving, the header shall be carefully removed and new pervious concrete placed directly against the existing pervious concrete. The new pervious concrete shall be compacted and finished against the hardened pervious concrete as if it 34 were a form. If an isolation joint is planned at this location, then the premolded joint filler shall be placed against the existing pervious concrete and the new pervious concrete shall be placed against the premolded joint filler. The joint shall be tooled on both sides of the premolded joint filler. 8-26.3(8)B Contraction Joints Contraction joints shall be placed every 20 feet unless otherwise shown on the Drawings. Contraction joints shall be have a depth of 1/3 the thickness of the pervious concrete and have a width of no more than 1/8 inch. Contraction joints may be formed in the plastic concrete using a roller designed for this purpose or by other methods accepted by the Engineer. Plastic formed contraction joints shall be tooled on both sides of the joint with a radius of inch. At the option of the Contractor, contraction joints may be saw cut after the pervious concrete has hardened. If saw cutting the contraction joints, saw cutting shall occur as soon as the concrete is sufficiently cured so that it may be cut without raveling or dislodging aggregate from the finished surface. Measures to collect dust and slurry during sawcutting operations shall be implemented by the Contractor. To minimize drying, curing materials shall be removed only as needed to make cuts and shall be replaced immediately after cutting. 8-26.3(8)C Isolation Joints Isolation joints shall be placed where the pervious concrete abuts existing structures or where shown on the Drawings. Isolation joints shall continue through the depth of the pervious concrete using a 3/8 inch premolded joint filler. Isolation joints may be formed by inserting the premolded joint filler into the plastic concrete or by forming a construction joint and affixing the premolded joint filler against one side of the joint and placing fresh pervious concrete against it. Isolation joints and filler shall be flush with the surrounding pervious concrete and shall not deviate from the acceptance criteria for smoothness as shown in Section 8-26.3(4)A. The edges of the pervious concrete on either side of the premolded joint filler shall be hand tooled with a 'h inch radius. 8-26.3(9) Reserved 8-26.3(10) Reserved 8-26.3(11) Reserved 8-26.3(12) Surface Smoothness The surface of the pervious concrete sidewalk will be checked immediately after compaction for grade and slope using the 10 foot straightedge specified in Section 8-26.3(3)F. Where the surface is found to be out of specification as determined by the criteria specified in Section 8-26.3(4)A, it shall be immediately corrected by recompacting, removing excess pervious concrete, or by adding pervious concrete; as necessary. If it is necessary to correct grade or slope by removing excess pervious concrete, the surface shall be recompacted and the edges retooled. If the grade or slope is to be corrected by the addition of pervious concrete, the surface shall be lightly scarified and the new material added. The surface shall be recompacted to grade and the edges retooled. Any corrections to the surface shall occur before the 35 pervious concrete has set or has dried. Pervious concrete sidewalk that is out of specification with regard to grade or slope will be rejected to the nearest joints. Pervious concrete sidewalk that has been corrected shall not be distinguishable from the adjacent, undisturbed pervious concrete sidewalk. If in the opinion of the Engineer, the corrected pervious concrete sidewalk is distinguishable from the adjacent Work, the repaired area will be rejected to the nearest joints. 8-26.3(13) Curing Immediately after the pervious concrete sidewalk has been compacted and checked for grade and slope, the sheet curing material as specified in Section 9-23.1 shall be applied. If the surface appears dry, lightly mist the surface with water prior to applying the sheet curing material. The sheet curing materials shall be fixed in place by method(s) that shall not damage the pervious concrete sidewalk and is accepted by the Engineer. The pervious concrete shall be placed, struck off, finished and the curing materials in place within twenty (20) minutes of the time the pervious concrete is discharged from the truck. This time may be shortened if conditions exist that promote excessive drying. Forms and sheet curing material(s) shall remain in place for a minimum of ten (10) Days. With the exception of saw cutting equipment, all traffic shall be kept off of the pervious concrete sidewalk during the curing period. For saw cutting contraction joints, only the amount of sheet curing material necessary to accomplish the saw cutting shall be removed and the surface of the exposed pervious concrete sidewalk shall be kept moist for the entire duration of the exposure. Any testing for acceptance shall not occur until the end of the curing period. 8-26.3(14) Cold Weather Work When concrete is being placed and the ambient air temperature is expected to drop below 50' F during the day or night, the Contractor shall, at no expense to the Owner shall be protected from the concrete from freezing. The Contractor shall provide a Cold Weather Plan prior to placing concrete when ambient air temperature below 500 F may occur or when requested by the Engineer. Under the Cold Weather Plan, the Contractor shall, at no expense to the Owner, provide a sufficient supply of straw, hay, blankets, or other suitable blanketing material and spread it over the pavement to a sufficient depth to prevent freezing of the concrete. Straw, hay, blankets, or other suitable blanketing material shall be spread over the pavement to a sufficient depth to keep the concrete from freezing. The blanket material shall be covered with a layer of burlap or plastic sheeting, weighted or anchored to prevent the wind from displacing the insulation. The Engineer may require recording thermometers if daytime temperature is below 50°. The protection shall be maintained for 10 Days. The Contractor shall replace any concrete damaged by freezing at no additional cost to the Owner. The Contractor shall be responsible for the quality of the concrete thus cured. Any concrete injured by frost action or freezing shall be removed and replaced at the Contractor's expense in accordance with this Section. 8-26.3(15) Reserved 8-26.3(16) Protection of Pervious Concrete Sidewalk 36 As part of the Construction Stormwater Erosion Control Plan (CSECP), rain runoff, surface water of any kind and sediment shall be prevented from entering the area of pervious pavement construction, including excavation, until the pervious concrete application has cured and the adjacent areas that sheet flow/drain onto the pervious pavement are permanently stabilized from erosion and plantings are established. Once pavement is placed, protective covers shall continually be maintained until adjacent areas are permanently stabilized and pavement has been accepted. The Contractor shall take every precaution to protect the pervious concrete sidewalk from damage, including the introduction of foreign materials to the surface, throughout the course of the work. Pervious concrete sidewalk that is damaged or has been adversely impacted by the introduction of foreign materials shall be rejected and replaced to the nearest joint. 8-26.3(17) Reserved 8-26.4 Measurement Bid items of Work completed pursuant to the Contract will be measured as provided in Section 1-09.1, Measurement of Quantities, unless otherwise provided for by individual measurement paragraphs herein this Section. Measurement for "Pervious Concrete Sidewalk" will be by the square yard for the surface of pervious concrete walk placed. Deduction will be made for blocked out areas, castings or other discontinuities in the sidewalk nine (9) square feet or larger. 8-26.5 Payment Compensation for the cost necessary to complete the work described in Section 8-26 will be made at the bid item prices Bid only for the Bid items listed or referenced as follows: "Pervious Concrete Sidewalk", per square yard. The Bid Item price for"Pervious Concrete Sidewalk" shall include all costs for the work required to construct the pervious concrete sidewalk as specified in this Section, including but not limited to; performing mix designs, testing, excavation, and subgrade preparation; and, furnishing and installing geotextile, aggregate discharge subbase, and pervious concrete. Payment of the volume of earthwork involved in excavating Material above the top surface of the sidewalk will be made in accordance with Section 2-04.5 "Common Excavation" as defined in Section 2-04.1(2). 37 Division 9 Materials 9-03 Erosion Control and Roadside Planting 9-03.12 (6) Mineral Aggregate Type 26 Mineral aggregate type 26 shall confirm to the following grading: Sieve Size Percent Passing %11 100 No. 4 28-56 No. 8 20-50 No. 50 3-12 No. 200 0-1 L.A. abrasion 35% max 9-14 Erosion Control and Roadside Planting 9-14.1 Soil 9-14.1(1) Topsoil Type A Supplement Supplement by adding the following: Topsoil Type A shall be a mixture of Fine Compost and Backfill for Sand Drains. Fine Compost shall comply with the requirements of Section 9-14.4(8). Backfill for Sand Drains shall comply with the requirements of Section 9-03.13. Topsoil Type A shall be a two-way mix soil consisting of 50-percent Backfill for Sand Drains and 50-percent Fine Compost by volume, thoroughly mixed together. Mixed soil shall have pH range of 5.0 to 7.0 with dolomite limestone, calcium carbonate limestone or soil sulfur added as necessary to attain this range. Contractor shall send minimum of one representative sample of Topsoil Type A to an approved soil-testing laboratory (state or commercial laboratory) for approval prior to use on the project site. The cost for testing and shall be borne by the Contractor. Testing shall be performed in accordance with the most current edition of Methods of Soil Analysis published by the Soil Science Society of America, Inc. The soil test analysis reports and recommendations shall include the following: 1. Fertility Analysis Extractable analyses: nitrate-nitrogen, ammoniacal-nitrogen, phosphorous, potassium, calcium, magnesium, copper, zinc, manganese and iron. Saturation extract values: calcium, magnesium, potassium, sodium, boron, sulfate, pH, qualitative lime, salinity and sodium adsorption ratio (SAR). 38 2. Organic Content and Particle Size Appraisal Percent dry weight organic matter and USDA particle size appraised to include USDA soil classification. 3. Cation Exchange Capacity (CEC) 4. Laboratory Recommendations Written statement from the soil-testing laboratory that they have reviewed the project planting plans and the planting specifications, and that their recommendations respond to the specific needs of the Contract. Recommendations shall verify the soil mix will provide adequate nutrients for plant growth without supplemental fertilizer or soil amendments. Submit soil laboratory tests for Topsoil Type A and supplier's certification of Fine Compost and Backfill for Sand Drains for Engineer's review and approval prior to installing Topsoil Type A. 9-14.3 Fertilizer Supplement Supplement by adding the following: Fertilizer soil amendments are not allowed. 9-14.6 Plant Materials 9-14.6(5) Inspection Revise Delete the first sentence of the first paragraph and replace with the following: The review and preliminary approval of all plant materials by the Engineer prior to planting is mandatory. The Contractor has 3 options to secure approval of plant materials: 1. Submit plant samples to the Engineer's office and/or have samples available at the project site for review during scheduled visits. 2. Submit color photographs of representative specimens of each type of plant on the plant schedule. Photos shall be minimum 3 x 5 inches and minimum 150 DPI if digital format. Photographs shall be taken from an angle that depicts the condition of foliage, branching pattern, the rootball, and the size of each typical plant to be furnished. A scale rod or other measuring devise shall be included in the photograph. For species where more than 20 plants are required, include a minimum of 3 photos that show the average plant, the best quality plant, and the worst quality plant to be provided. Label each photograph with the plant name, plant size, and name of the growing nursery. 3. Have Engineer review plants at the place of growth at the Contractor's expense. 39 Appendices (January 2, 2012) The following appendices are attached and made a part of this contract: APPENDIX A: City of Renton Standard Plans APPENDIX B: WSDOT Standard Plans (April 2, 2012) Standard Plans The State of Washington Standard Plans for Road, Bridge and Municipal Construction M21- 01 transmitted under Publications Transmittal No. PT 09-013, effective April 2, 2012 is made a part of this contract. The following are the Standard Plan numbers applicable at the time this project was advertised. The date shown with each plan number is the publication approval date shown in the lower right-hand corner of that plan. Standard Plans showing different dates shall not be used in this contract. A-10.10-00........8/7/07 A-30.35-00.......10/12/07 A-50.20-01.........9/22/09 A-10.20-00......10/5/07 A-40.00-00.........8/11/09 A-50.30-00.......11/17/08 A-10.30-00......10/5/07 A-40.10-02...........6/2/11 A-50.40-00.......11/17/08 A-20.10-00......8/31/07 A-40.15-00.........8/11/09 A-60.10-01........10/14/09 A-30.10-00......11/8/07 A-40.20-00.........9/20/07 A-60.20-02............6/2/11 A-30.15-00......11/8/07 A-40.50-01............6/2/11 A-60.30-00..........11/8/07 A-30.30-01......6/16/11 A-50.10-00.......11/17/08 A-60.40-00..........8/31/07 B-5.20-01........6/16/11 B-30.50-00.........6/01/06 B-75.20-01..........6/10/08 B-5.40-01.........6/16/11 B-30.70-02.........6/16/11 B-75.50-01..........6/10/08 B-5.60-01.........6/16/11 B-30.80-00...........6/8/06 B-75.60-00............6/8/06 B-10.20-00........6/1/06 B-30.90-01........9/20/07 B-80.20-00.........6/8/06 B-10.40-00........6/1/06 B-35.20-00..........6/8/06 B-80.40-00.........6/1/06 B-10.60-00........6/8/06 B-35.40-00..........6/8/06 B-82.20-00.........6/1/06 B-15.20-00........6/1/06 B-40.20-00..........6/1/06 B-85.10-01.........6/10/08 B-15.40-00........6/1/06 B-40.40-01........6/16/10 B-85.20-00..........6/1/06 B-15.60-00........6/1/06 B-45.20-00..........6/1/06 B-85.30-00..........6/1/06 B-20.20-01.....11/21/06 B-45.40-00..........6/1/06 B-85.40-00..........6/8/06 B-20.40-02.......6/10/08 B-50.20-00..........6/1/06 B-85.50-01.........6/10/08 B-20.60-02.......6/10/08 B-55.20-00..........6/1/06 B-90.10-00..........6/8/06 B-25.20-00.........6/8/06 B-60.20-00..........6/8/06 B-90.20-00..........6/8/06 B-25.60-00.........6/1/06 B-60.40-00..........6/1/06 B-90.30-00..........6/8/06 B-30.10-00.........6/8/06 B-65.20-00..........6/1/06 B-90.40-00..........6/8/06 B-30.20-01......11/21/06 B-65.40-00..........6/1/06 B-90.50-00..........6/8/06 B-30.30-00..........6/1/06 B-70.20-00..........6/1/06 B-95.20-01..........2/3/09 B-30.40-00..........6/1/06 B-70.60-00..........6/1/06 B-95.40-00..........6/8/06 40 C-1....................6/16/11 C-5....................6/16/11 C-20.14-01......10/14/09 C-1 a.................10/14/09 C-6....................5/30/97 C-20.15-00......10/14/09 C-1 b...................6/16/11 C-6a................10/14/09 C-20.18-00......10/14/09 C-lc..................5/30/97 C-6c....................1/6/00 C-20.19-00......10/14/09 C-1d................10/31/03 C-6d...................5/30/97 C-20.40-02.........6/16/11 C-2....................1/6/00 C-6f...................7/25/97 C-20.42-02........6/16/11 C-2a..................6/21/06 C-7.....................6/16/11 C-20.45.00........6/16/11 C-2b..................6/21/06 C-7a...................6/16/11 C-22.14-02........6/16/11 C-2c..................6/21/06 C-8.....................2/10/09 C-22.16-02........6/16/11 C-2d..................6/21/06 C-8a...................7/25/97 C-22.40-02........6/16/10 C-2e..................6/21/06 C-8b....................6/27/11 C-22.45.00........6/16/11 C-2f...................3/14/97 C-8e....................2/21/07 C-23.60-01......10/14/09 C-2g..................7/27/01 C-8f.....................6/30/04 C-25.18-02........6/16/11 C-2h..................3/28/97 C-10......................6/3/10 C-25.20-04......10/14/09 C-2i...................3/28/97 C-13......................7/3/08 C-25.22-03......10/14/09 C-2j...................6/12/98 C-13a...................7/3/08 C-25.26-01......10/14/09 C-2k..................7/27/01 C-13b...................7/3/08 C-25.80-01........7/3/08 C-2n..................7/27/01 C-13c..................7/3/08 C-28.40-01........6/16/11 C-2o..................7/13/01 C-14a..................7/3/08 C-40.14-01........6/3/10 C-2p................10/31/03 C-14b..................7/26/02 C-40.16-01........6/3/10 C-3...................6/27/11 C-14c..................7/3/08 C-40.18-01......10/14/09 C-3a.................10/4/05 C-14d..................7/3/08 C-85.14-00........6/16/11 C-3b................6/27/11 C-14e..................7/3/08 C-85.15-00........6/16/11 C-3c................6/27/11 C-15a..................7/3/08 C-85.16-00........6/16/11 C-4b..................6/8/06 C-15b..................7/3/08 C-85-18-00........6/16/11 C-4e..................2/20/03 C-16a.................6/3/10 C-85.20-00........6/16/11 C-4f...................6/16/11 C-16b.................6/3/10 C-90.10-00........7/3/08 D-2.04-00........11/10/05 D-2.48-00........11/10/05 D-3.16-00......6/16/11 D-2.06-01........1/6/09 D-2.64-01........1/6/09 D-4.................12/11/98 D-2.08-00........11/10/05 D-2.66-00........11/10/05 D-6...................6/19/98 D-2.14-00........11/10/05 D-2.68-00........11/10/05 D-10.10-01......12/2/08 D-2.16-00........11/10/05 D-2.80-00........11/10/05 D-10.15-01......12/2/08 D-2.18-00........11/10/05 D-2.82-00........11/10/05 D-10.20-00.........7/8/08 D-2.20-00........11/10/05 D-2.84-00........11/10/05 D-10.25-00.........7/8/08 D-2.32-00........11/10/05 D-2.86-00........11/10/05 D-10.30-00.........7/8/08 D-2.34-01........1/6/09 D-2.88-00........11/10/05 D-10.35-00.........7/8/08 D-2.36-02........1/6/09 D-2.92-00........11/10/05 D-10.40-01......12/2/08 D-2.42-00........11/10/05 D-3....................6/2/11 D-10.45-01......12/2/08 D-2.44-00........11/10/05 D-3.10-00......6/16/10 D-15.10-01......12/2/08 D-2.60-00........11/10/05 D-3.11-00......6/16/10 D-15.20-02........6/2/11 D-2.62-00........11/10/05 D-3.17-00......6/16/11 D-15.30-01......12/02/08 D-2.46-00........11/10/05 D-3.15-00......6/16/11 E-1....................2/21/07 E-4....................8/27/03 E-2....................5/29/98 E-4a..................8/27/03 F-10.12-02.......6/16/11 F-10.62-01........9/05/07 F-40.15-01........6/3/10 F-10.16-00.......12/20/06 F-10.64-02........7/3/08 F-40.16-01........6/3/10 F-10.18-00.........6/27/11 F-30.10-01........6/3/10 F-45.10-00........6/3/10 41 F-10.40-01...........7/3/08 F-40.12-01........6/3/10 F-80.10-01........6/3/10 F-10.42-00.........1/23/07 F-40.14-01........6/3/10 G-10.10-00........9/20/07 G-24.60-01.....6/16/11 G-70.20-01....6/27/11 G-20.10-00........9/20/07 G-25.10-02.......6/27/11 G-70.30-01......6/27/11 G-22.10-01..........7/3/08 G-30.10-01.....6/16/11 G-90.10-01.....5/11/11 G-24.10-00......11/8/07 G-50.10-00.....11/8/07 G-90.20-01.....6/27/11 G-24.20-00......11/8/07 G-60.10-01.......6/27/11 G-90.30-01.....6/2/11 G-24.30-00......11/8/07 G-60.20-01.......6/27/11 G-90.40-01.....10/14/09 G-24.40-01......12/2/08 G-60.30-01.......6/27/11 G-95.10-01.....6/2/11 G-24.50-00.....11/8/07 G-70.10-01......6/27/11 G-95.20-02......6/2/11 G-95.30-02......6/2/11 H-10.10-00..........7/3/08 H-32.10-00.......9/20/07 H-70.10-00......9/5/07 H-10.15-00..........7/3/08 H-60.10-01.........7/3/08 H-70.20-00......9/5/07 H-30.10-00......10/12/07 H-60.20-01.........7/3/08 H-70.30-01......11/17/08 1-10.10-01.........8/11/09 1-30.40-00.......10/12/07 1-50.20-00..........8/31/07 1-30.10-01.........8/11/09 1-40.10-00.........9/20/07 1-60.10-00..........8/31/07 1-30.15-00.........8/11/09 1-40.20-00.........9/20/07 1-60.20-00..........8/31/07 1-30.20-00.........9/20/07 1-50.10-00.........9/20/07 1-80.10-01..........8/11/09 1-30.30-00.........9/20/07 J-1f....................6/23/00 J-21.20-00......10/14/09 J-40.30-02......5/11/11 J-3.....................8/1/97 J-22.15-00......10/14/09 J-40.36-00.......6/3/10 J-3b...................3/4/05 J-22.16-01......6/3/10 J-40.37-00.......6/3/10 J-3c...................6/24/02 J-26.10-01.....6/27/11 J-40.38-00.......6/16/11 J-3d.................11/5/03 J-26.15-00.....6/16/10 J-50.10-00.......6/3/11 J-7c...................6/19/98 J-28.10-01......5/11/11 J-50.11-00.......6/3/11 J-10..................7/18/97 J-28.22-00.......8/07/07 J-50.12-00.......6/3/11 J-10.10-01......5/11/11 J-28.24-00.......8/07/07 J-50.15-00.......6/3/11 J-12..................2/10/09 J-28.26-01......12/02/08 J-50.16-00.......6/3/11 J-15.15-00......6/16/10 J-28.30-02......6/27/11 J-50.20-00.......6/3/11 J-16b................2/10/09 J-28.40-01......10/14/09 J-50.25-00.......6/3/11 J-16c.................2/10/09 J-28.42-00.......8/07/07 J-50.30-00.......6/3/11 J-20.10-00......10/14/09 J-28.45-01.......6/27/11 J-60.05-00.......6/16/11 J-20.15-00......10/14/09 J-28.50-02.......6/2/11 J-60.13-00.......6/16/10 J-20.16-00......10/14/09 J-28.60-01.......6/2/11 J-60.14-00......6/16/10 J-20.20-00......10/14/09 J-28.70-01.......5/11/11 J-75.10-01......5/11/11 J-20.26-00......10/14/09 J-29.10-00.......6/27/11 J-75.20-00......2/10/09 J-21.10-02......6/27/11 J-29.15-00.......6/27/11 J-75.30-01.......5/11/11 J-21.15-00......10/14/09 J-29.16-00.......6/27/11 J-75.40-00......10/14/09 J-21.16-00......10/14/09 J-40.10-02......5/11/11 J-75.45-00......10/14/09 J-21.17-00......10/14/09 J-40.20-00......5/11/11 J-90.10-01.......6/27/11 J-90.20-01.......6/27/11 K-10.20-01......10/12/07 K-26.40-01......10/12/07 K-40.60-00.......2/15/07 K-10.40-00........2/15/07 K-30.20-00........2/15/07 K-40.80-00.......2/15/07 K-20.20-01......10/12/07 K-30.40-01......10/12/07 K-55.20-00.......2/15/07 K-20.40-00........2/15/07 K-32.20-00........2/15/07 K-60.20-02.........7/3/08 K-20.60-00........2/15/07 K-32.40-00........2/15/07 K-60.40-00.......2/15/07 42 K-22.20-01......10/12/07 K-32.60-00........2/15/07 K-70.20-00.......2/15/07 K-24.20-00........2/15/07 K-32.80-00........2/15/07 K-80.10-00.......2/21/07 K-24.40-01......10/12/07 K-34.20-00........2/15/07 K-80.20-00.....12/20/06 K-24.60-00........2/15/07 K-36.20-00........2/15/07 K-80.30-00.......2/21/07 K-24.80-01......10/12/07 K-40.20-00........2/15/07 K-80.35-00.......2/21/07 K-26.20-00........2/15/07 K-40.40-00........2/15/07 K-80.37-00.......2/21/07 L-10.10-01........6/16/11 L-40.10-01........6/16/11 L-70.10-01.......5/21/08 L-20.10-01........6/16/11 L-40.15-01........6/16/11 L-70.20-01.......5/21/08 L-30.10-01........6/16/11 L-40.20-01........6/16/11 M-1.20-02.........6/3/11 M-9.60-00.......2/10/09 M-40.10-02......5/11/11 M-1.40-02.........6/3/11 M-11.10-01.......1/30/07 M-40.20-00...10/12/07 M-1.60-02.........6/3/11 M-15.10-01.......2/6/07 M-40.30-00......9/20/07 M-1.80-03.........6/3/11 M-17.10-02.........7/3/08 M-40.40-00......9/20/07 M-2.20-02.........6/3/11 M-20.10-02.........6/3/11 M-40.50-00......9/20/07 M-3.10-03.........6/3/11 M-20.20-01.......1/30/07 M-40.60-00......9/20/07 M-3.20-02.........6/3/11 M-20.30-02.....10/14/09 M-60.10-01......6/3/11 M-3.30-03.........6/3/11 M-20.40-02.........6/3/11 M-60.20-02......6/27/11 M-3.40-03.........6/3/11 M-20.50-02.........6/3/11 M-65.10-02......5/11/11 M-3.50-02.........6/3/11 M-24.20-01.......5/31/06 M-80.10-01......6/3/11 M-5.10-02.........6/3/11 M-24.40-01.......5/31/06 M-80.20-00......6/10/08 M-7.50-01.........1/30/07 M-24.50-00.......6/16/11 M-80.30-00......6/10/08 M-9.50-01.........1/30/07 M-24.60-03.......5/11/11 43 NOTICE OF AVAILABILITY OF DRAFT PUBLIC RIGHTS-OF-WAY ACCESSIBILITY GUIDELINES The Americans with Disabilities Act(ADA) recognizes and protects the civil rights of people with disabilities and is modeled after earlier landmark laws prohibiting discrimination on the basis of race and gender. To ensure that buildings and facilities are accessible to and usable by people with disabilities, the ADA establishes accessibility requirements for State and local government facilities,places of public accommodation, and commercial facilities. Under the ADA, the Access Board has developed and continues to maintain design guidelines for accessible buildings and facilities known as the ADA Accessibility Guidelines (ADAAG). ADAAG covers a wide variety of facilities and establishes minimum requirements for new construction and alterations. The Board maintains a similar responsibility for accessibility guidelines under the Architectural Barriers Act(ABA). The ABA requires access to certain facilities designed,built, altered, or leased with Federal funds.Like ADAAG, the Board's ABA accessibility guidelines apply to new construction and alterations. The Board's guidelines become enforceable when they are adopted by the standard setting agency for the ADA and the ABA. The agencies responsible for standards under the ADA are the Department of Justice(DOJ) and the Department of Transportation(DOT). The agencies responsible for standards under the ABA are the General Services Administration(GSA),the Department of Defense(DOD), the Department of Housing and Urban Development(HUD), and the United States Postal Service(USPS). The Board plans to undertake rulemaking to supplement its ADA and ABA accessibility guidelines,which primarily cover facilities on sites,by adding new provisions specific to public rights-of-way. The Board's aim is to ensure that access for persons with disabilities is provided wherever a pedestrian way is newly built or altered, and that the same degree of convenience, connection, and safety afforded the public generally is available to pedestrians with disabilities. The guidelines would not require alterations to existing public rights-of-way,but would apply where a pedestrian route or facility is altered as part of a planned project to improve existing public rights-of-way. BACKGROUND The Need for Guidelines on Public Rights-of-Way Local jurisdictions, and other entities covered by the ADA or ABA,must ensure that the facilities they build or alter are accessible to people with disabilities. The Board's ADA and ABA accessibility guidelines specify the minimum level of accessibility in new construction and alteration projects and serve as the basis for enforceable standards maintained by other agencies. Currently,the Board's guidelines, like the industry standards from which they derive, focus mainly on facilities on sites. While they address certain features common to public sidewalks, such as curb ramps, accessible routes, ground and floor surfaces, and bus stops and shelters, further guidance is necessary to address conditions unique to public rights-of-way. Various 1 �J constraints posed by space limitations at sidewalks,roadway design practices, slope, and terrain raise valid questions on how and to what extent access can be achieved. Access for blind pedestrians at street crossings and wheelchair access to on-street parking are typical of the issues for which additional guidance is needed. In addition, new trends in roadway design, such as the growing use of traffic roundabouts,pose additional challenges to access,while various technological innovations,particularly those pertaining to pedestrian signaling devices, offer new solutions. The Board previously proposed guidelines for public rights-of-way under the ADA which were published for public comment in 1992 and 1994. Based on the comments received, the Board determined that it should further coordinate with the transportation industry and State and local governments before continuing its rulemaking. Consequently, the Board undertook an outreach and training program on accessible public rights-of-way. Under this program, the Board developed a series of videos, an accessibility checklist, and a design guide on accessible public rights-of-way. In addition, the Board sponsored research on tactile warnings at street crossings, accessible pedestrian signals,and traffic roundabouts. The Board has made this information widely available to the public. The interest in these materials has underscored the need for criteria for public rights-of-way that are definitive and enforceable so that local jurisdictions and others are clear on their obligations when constructing or altering streets and sidewalks. Public Rights-of-Way Access Advisory Committee In resuming its rulemaking effort, the Board chartered an advisory committee in 1999 to develop recommendations on guidelines for accessible public rights-of-way. Use of advisory committees has become a standard practice in the Board's process for developing and updating design requirements.Through such committees, interested groups, including those representing designers, industry, and people with disabilities,play a substantive role in recommending to the Board the content of the guidelines to be developed. These committees provide significant sources of expertise while enhancing the level of consensus among stakeholders in advance of proposing a rule for public comment. The Public Rights-of-Way Access Advisory Committee was composed of 33 members representing disability organizations,public works departments, transportation and traffic engineering groups, design professionals and civil engineers, government agencies, and standards-setting bodies. The committee coordinated its efforts with leading trade organizations represented on the committee, such as the American Association of State Highway and Transportation Officials, and federal agencies, such as the Federal Highway Administration, to ensure that its recommendations were consistent with generally accepted practice among design professionals. The committee organized several subcommittees focused on key issue areas. The subcommittee structure enabled members to continue work on a tight time schedule between meetings of the full committee and allowed for greater public participation in the process. The advisory committee met regularly over a year's time,usually in Washington, D.C. but also in Austin and San Francisco. Its work culminated in the issuance of a report, "Building a True Community," which was submitted to the Board in January 2001 (http://www.access- board.gov/pfowac/commrept/index.htm). The committee's report provides criteria for the construction or alteration of public rights-of-way that reflects the broad spectrum of expertise 2 represented by committee members. The report follows a "toolbox" approach to the establishment of guidelines designed to facilitate implementation and to promote an understanding of the needs of all users of public rights-of-ways. The report comprehensively covers the various components of public streets and sidewalks and provides criteria for sidewalks, street fixtures and furnishings, street crossings, vehicular ways,parking, and other components of public rights-of-way. In addition, the report includes advisory notes, figures, and discussion of issues that merit further study or special attention in the Board's rulemaking. June 17,2002 Release of Draft Guidelines An ad hoc group of Board members reviewed the committee's report in depth and crafted a set of draft guidelines based on the committee's recommendations. Because the draft guidelines departed from the advisory committee's report in several areas,the Board made an advance draft of the guidelines available for comment by the public. The notice of availability of the draft guidelines was published in the Federal Register on June 17, 2002. The Board requested information and feedback on the draft guidelines, including usability and cost data. In addition to seeking written comment, the Board held a public hearing in Portland, Oregon. Over 1,400 comments were received from the public in response to the publication of the draft. Of this total, almost 900 comments were tabulated from persons with disabilities and groups representing them; the great preponderance of comments in this category came from people who indicated that they were blind or had low vision. Slightly over 200 comments were submitted by respondents from the transportation industry: design engineers and consultants, State and local government departments of transportation, and the organizations and groups that represent them. Another 100 were received from State and local government administrative agencies. Comments are posted on the Board's website at http://www.access-board.gov/prowac/comments/index.htm. Almost all of the commenters from the two major blindness organizations, the American Council of the Blind(ACB) and the National Federation of the Blind(NFB), and persons who were not affiliated with either organization addressed only the use of detectable warnings and/or accessible pedestrian signals (APS) and virtually all of them supported the requirement for these features in at least some locations (detectable warnings at islands and medians and at all low- slope sidewalk connections to the street; APS at complex intersections,irregular intersections, intersections with compound turning movements, and intersections with leading pedestrian intervals). Some commenters misunderstood the effect of the scoping provisions for these features,believing that all intersections would have to be retrofitted at tremendous cost. In fact, only future new projects would be subject to these guidelines. With respect to APS in particular, only pedestrian crossings that provide pedestrian signals would be required to include APS. Some commenters, expressing concerns about the noise output of APS, were apparently unfamiliar with the quiet,pedbutton-integrated devices now available in the United States (these devices are installed at the departure curb, near the listening user, rather than overhead). Ten key issues from comment were identified for detailed analysis: crosswalk width; on-street parking; walking speed and pedestrian signal phase timing; elevators at pedestrian overpasses and underpasses; same-side alternate circulation routes; cross slope in crosswalks; detectable warnings; accessible pedestrian signals; roundabouts and roundabout signalization; and 3 alterations. These issues have been addressed in this second draft. Changes include the following: • referenced Manual on Uniform Traffic Control Devices(MUTCD) for crosswalk width; • reduced scoping in on-street parking to be consistent with parking lots; • set walking speed at 3.5 fps (consistent with new recommendations currently under consideration by the National Committee on Uniform Traffic Control Devices); • eliminated the provision requiring elevators to provide pedestrian access at overpasses and underpasses (either ramps, lifts,or elevators may be used); • modified scoping and technical provisions for alternate circulation routes to be consistent with current MUTCD requirements and alterations requirements, which would permit opposite side routes if same-side routes are not feasible; • provided relief(up to 5%) for maximum cross slope limits in pedestrian crosswalks at midblock and through-street locations where the roadway slope will necessarily exceed 2%; • clarified the placement of detectable warnings on curb ramps, landings, and blended transitions; • clarified the scoping in new construction and alterations of accessible pedestrian signals (APS); • limited pedestrian signalization at roundabouts and channelized turn lanes to pedestrian crossings (to the splitter) of two lanes of traffic or more; and • clarified the scope of alterations to include only that work included in the limits, boundaries, or scope of a planned project; clarified that there is no obligation in the guidelines to expand the scope or limits of a project to include other or adjacent work. Other changes included the addition of significant advisory material throughout the document. Advisory notes are for informational purposes only. The Board also considered industry recommendations that the guidelines be re-formatted to use transportation metrics and language and to be better coordinated with industry standards and documents,particularly the Manual on Uniform Traffic Control Devices(MUTCD). This draft is now formatted as a stand-alone document that expresses its dimensioning requirements first in international units, as is done in other industry documents. Its provisions have been harmonized with current MUTCD standards, support, options,and guidance. Industry terms and phrases have been adopted, and industry practices recognized where feasible. The Board is placing the revised draft in the docket to facilitate the gathering of cost data necessary for the next step in this rulemaking which is the preparation of a regulatory assessment for government review and approval prior to issuing a Notice of Proposed Rulemaking(NPRM). In order to develop an accurate picture of the potential costs and benefits of this rulemaking, the Board must work closely with the transportation industry representatives who have data on both current cost and industry practices and the knowledge and skills to assess potential effects. The Board is not seeking comments on this draft. Readers will have an opportunity to provide input when the NPRM is published. Additional figures will be included in the NPRM. 4 Rulemaking Process The Board reviewed the comments received to the draft guidelines and revised the guidelines in accordance with the comments received. The revisions are briefly discussed below in the section-by-section analysis. The proposed rule will provide another opportunity for public comment on the guidelines. The Board will then proceed to finalize the guidelines based on public comments received in response to the proposed rule. The Board's guidelines serve as the basis for enforceable standards maintained by other agencies under the ADA and the ABA. The Department of Justice and the Department of Transportation maintain standards based on the Board's guidelines that apply to facilities covered by the ADA. Design standards for federally funded facilities covered by the ABA are maintained by the Department of Defense, the Department of Housing and Urban Development, the General Services Administration, and the U.S. Postal Service. These enforceable standards must be consistent with the Board's guidelines. Relationship to ADA and ABA Accessibility Guidelines/Format On July 23, 2004, the Board completed an update of ADAAG, the first comprehensive revision of the document since its publication in 1991. The revised ADAAG features a new format and numbering system and a host of updated scoping and technical provisions. On the same date, the Board updated its ABA Accessibility Guidelines along similar lines so that both of the documents are more consistent. The revised ADA and ABA Accessibility Guidelines may be found on the Board's website at http://www.access-board.gov/news/ada-aba.htm. The draft guidelines for public rights-of-way published on June 17, 2002 were formatted to supplement the ADA and ABA guidelines and not as a stand-alone document. The guidelines were intended to ultimately comprise a new chapter on public rights-of-way. The current draft guidelines made available in this document are now formatted as a stand-alone document using transportation industry standards,terms, and measures in response to recommendations in industry comments. The document is identified by the prefix R in its provisions and has four chapters: Chapter R1: Application and Administration covers purpose, effect on existing facilities, equivalent facilitation,conventions, figures,units of measurement, referenced documents, and defmitions,harmonized with transportation industry usage. Chapter R2: Scoping Requirements address what items of new construction and alteration are covered by this document and references technical sections that follow in Chapters R3 and R4. Key scoping provisions in R2 include: R204 Pedestrian Access Route; R205 Alternate Pedestrian Access Route; R206 Pedestrian Crossings; R207 Curb Ramps and Blended Transitions; R208 Accessible Pedestrian Signals; R209 Protruding Objects; R210 Pedestrian Signs; R211 Street Furniture; R212 Bus Stops; R213 Stairways; R214 Handrails; R215 Vertical Access; R216 On- street Parking; R217 Passenger Loading Zones; R218 Call Boxes; R219 Transit Platforms; R220 Escalators; R221 Detectable Warning Surfaces; and R222 Doors,Doorways,and Gates. 5 Coverage extends to temporary as well as permanent facilities. Chapter R2 also includes special provisions for historic facilities and contains a limited series of general exemptions from accessibility. Chapter R3: Technical Provisions contains detailed specifications for new construction and alterations scoping in Chapter R2. Construction detailed in Chapter R3 is specific to public sidewalk, street crossing, and roadway projects, and covers the building blocks of pedestrian accessibility: the pedestrian access route (analogous to the accessible route on a site), curb ramps and blended transitions,pedestrian crossings (including those at roundabouts and channelized turn lanes),pedestrian signals, street furniture, and parking. Chapter R4: Supplementary Technical Provisions include specifications adapted from the ADA and ABA Accessibility Guidelines (2004) for rights-of-way application, including such features as maneuvering clearances at doorways; drinking fountain, and telephone provisions; reach ranges; operable parts; handrails; and other items of broader application. 6 DISCUSSION OF PROVISIONS DRAFT GUIDELINES FOR PUBLIC RIGHTS-OF-WAY Clarifications,modifications, and changes that have been incorporated in this draft in response to public comment from industry, consumers, and State and local government agencies are briefly discussed below. Rl: APPLICATION AND ADMINISTRATION R104.2.1 MUTCD. This draft references the 2003 edition of the Manual on Uniform Traffic Control Devices(MUTCD). The Access Board works closely with the MUTCD team at the Federal Highway Administration(FHWA) to harmonize standards and advisory material and to sponsor needed research. Changes in future MUTCD provisions for accessible pedestrian signals, markings (including detectable warnings), and temporary traffic zones are in process. A joint FHWA/American Traffic Safety Services Association(ATSSA)/Access Board demonstration project identified desirable characteristics for pedestrian channelizing devices. FHWA research projects on pedestrian usability at roundabouts and contrast in detectable warnings are underway, and the Board has proposed a FY 2006 project on pedestrian demand signals for use at multi-lane roundabout crossings. R105 Definitions. This draft uses definitions drawn from key industry references where they exist. R2: SCOPING REQUIREMENTS R201 Application. Text and advisory material has been added to clarify the application of these guidelines to new or altered work(permanent or temporary)put in place within the scope or limits of a planned project in the public right-of-way. Other requirements, including those for existing facilities, maintenance of accessible features, and effective communication that derive from the ADA title II implementing regulations(28 CFR part 35) or Federal highway-aid funding (49 CFR part 27), are not addressed in these guidelines for new construction and alteration. Advisory notes have been added to clarify this difference. This draft now includes a reference to the revised ADA and ABA Accessibility Guidelines(36 CFR part 1191)to cover buildings and facilities newly constructed or altered within the public right-of-way. R202 Alterations and Additions to Existing Facilities. Text and advisory notes have been added to this draft to clarify the application of new construction guidelines to an alteration project. New work put in place within an existing developed right-of-way must comply with these guidelines to the maximum extent feasible; sec Advisory R202.3. Transitional segments that connect undisturbed improvements with new work can facilitate compliance (R202.1.1). Where items are placed within an existing developed streetscape and the circulation route is not altered, items required to be accessible shall be located for optimal usability and access(R202.1.2). 7 An alteration is a change in a space or element that affects, or could affect, the accessibility or usability of that space or element. In general,when a feature in the public right-of-way is altered, the requirements for new construction in this document must be applied to the maximum extent feasible within the scope or boundary of the project that has been planned. This document does not contain a `path of travel' obligation to expand a given scope of work to include other items or elements that are adjacent to the alteration project nor does it cover an agency's obligations to achieve program access in its existing facilities that are not being altered. In response to the comments received, the Board has developed answers to frequently asked questions regarding the application of the alterations requirements. Those questions and the Board's responses have been included at the end of this discussion. R204 Pedestrian Access Route(technical provisions at R301). This draft clarifies the requirement for a 1.2-meter-wide(4 ft) accessible route of travel within a pedestrian circulation path, which may be a wider sidewalk, shoulder(if pedestrian use is not prohibited), shared street, or street crossing. A provision requiring periodic passing spaces 1.5 m(5 ft) in width, omitted in the first draft,has been re-instituted. Because of the constraints imposed by right-of-way width, the pedestrian access route(PAR) is relieved of the slope limits that would apply to an accessible route on a site provided it matches the general grade of the adjacent roadway(R301.4). Where the PAR is supported by structure, as in an underpass, overpass, or bridge, this draft requires compliance with ADAAG requirements for ramps. Technical provisions in the June 2002 draft that would have required a 30-inch separation between changes in level in the PAR have been replaced in this draft with provisions requiring a planar surface (R305.1) and limiting surface discontinuities (R301.5.2). An advisory note discourages the use of heavily textured, rough, or excessively chamfered unit pavings. Research undertaken by the Research and Rehabilitation Training Center(RRTC) at the University of Pittsburgh, under contract to a group of unit masonry associations,measured the vibration effects of various chamfer spacings on wheeled mobility devices and found that chamfers of less than 1.25 mm(.5 in), if flush, were not distinguishable from cast-in-place concrete sidewalks with a broom finish. A series of related provisions in the June 2002 draft has been reorganized into R301.7 Horizontal Openings,which now includes walkway joints, gratings, flangeway gaps at rail crossings, and sill gaps at elevators and lifts. (Platform and car gaps at transit facilities are addressed at 36 CFR part 1191). R205 Alternate Pedestrian Access Route. This draft clarifies that the establishment of an alternate pedestrian route is an alteration that must comply to the maximum extent feasible with technical provisions for the pedestrian access route, including curb ramps or blended transitions. MUTCD requirements and advisory material at Part 6D.01 and 6D.02 are referenced and an advisory note added to highlight the safety benefits of same-side alternate routes. Specifications for pedestrian channelizing devices and barricades at 302.4 include a reference to the MUTCD. 8 R206 Pedestrian Crossings(technical provisions at R305). This draft omits a provision in the June 2002 draft that would have required 2.4 m-wide(8 ft)markings at crosswalks. The MUTCD minimum of 1.8 m(6 ft)has been proposed at 305.2.1 of this draft. Measurements on which pedestrian signal phase timing are based have been modified in response to industry comment. Calculations now proposed in R305.3 in the current draft would require the distance to be the full street width and the pedestrian walking speed to be 1.1 m/s(3.5 fps). The June 2002 draft also proposed that the approaches to overpasses and underpasses be provided with elevators where the grade change was 1.5 in(5 ft) or greater. Both industry and persons with disabilities opposed this requirement with persons with disabilities expressing a preference for ramps, even if lengthy, to ensure the availability of a crossing. Elevators in single installations provide no access at all when out of service. Industry expressed concerns about cost and maintenance requirements. The current draft applies ramp provisions at R305.5 (but permits elevators, LULAs, and lifts). Newly available research and the comments of both industry and consumer representatives confirm the Access Board's concerns about the usability of pedestrian crossings at roundabouts and channelized turn lanes. However, access to additional data has indicated that well-designed roundabouts and channelized turn lanes with single-lane crossings can provide cues that make non-visual use possible. Accordingly, this draft(R305.6.2)provides that signals (including accessible pedestrian signal features)be required only at multi-lane pedestrian crossings of roundabouts. The Board does not prescribe the signal operation here and has proposed that FHWA conduct research to identify appropriate technologies. Two-head signals that flash amber,then flash red and go to steady red, are in use in Australia and the United Kingdom. US motorists are familiar with pre-emptive signals installed for emergency vehicles. Utah has at least one roundabout that uses standard railway gates across the roadway when light rail cars pass through the roundabout. The Board believes that the occasional use of a properly-designed pedestrian demand signal may actually reduce delay at pedestrian crossings. R207 Curb Ramps and Blended Transitions (technical provisions at R303). Additional text, advisory, and illustrations have been added to this draft to describe curb ramp types (perpendicular,parallel, and their combination)"and to distinguish them from blended transitions, for which a definition has now been provided at R105. Blended transitions are connections between the PAR and the street that have a running slope of 1:20 or less. Level landings, gently sloped transitions, and raised crosswalks fall into this category. Parallel and perpendicular curb ramps have a running slope between 1:20 and 1:12 (steeper slopes are not permitted in new construction). Non-visual wayfinding cues can be provided by the orientation of curb ramps, particularly if they are in-line with the path of pedestrian travel along a sidewalk. Curb ramps installed at tangent points rather than on the corner radius provide more usable cues and locate the shortest crossing point. The Access Board is collaborating with the Institute of Transportation Engineers (ITE) on a project to standardize sidewalk/ramp/crossing schemes for optimal non-visual cuing based 9 upon a range of corner radii and attached/separated sidewalk configurations. An advisory note (R303.1) in this draft notes the benefits for pedestrians. Cross slope provisions at midblock curb ramps (R303) have been revised in response to industry comment to permit warping to meet roadway grade. Similar changes have been made to technical provisions at pedestrian crossings (R305.2.2). Crossings of streets without stop control would be permitted a 1:20 maximum cross slope. Running slope limits at crosswalks (R305.2.3) are maintained at 1:20 maximum in this draft. Many commenters noted that design practices that approach this limit in new construction may have to mill the roadway crown before resurfacing in order to retain usable crossings. R208 Accessible Pedestrian Signals (technical provisions at R306). APS provisions in this draft differ only slightly from those of the June 2002 draft. Many commenters to the June 2002 draft expressed concerns about the costs of retrofitting intersections with APS,which is not required by these or prior proposals,which guide only new construction and alterations. Where new pedestrian signals are being installed or added, scoping in this document would require that they incorporate audible and vibrotactile features. Comments from disability organizations and individuals to the June 2002 draft were diverse. Many who believed that retrofitting was required objected to what they understood to be excessive cost. And even those who did not support a general requirement that all future pedestrian signals incorporate audible and vibrotactile formats nevertheless saw the need for them at certain types of intersections including irregular crossings, lengthy crossings, and at complex intersections with multiple vehicle turning phases or leading pedestrian interval phasing. Although many responders noted the utility of non-visual cues,a clear majority of commenters who identified themselves as blind supported universal pedestrian signals. R209 Protruding Objects (technical provisions at R401). Advisory notes have been added at several places in this document to remind users of the need to consider projections into the pedestrian circulation route when coordinating the placement of improvements, appurtenances, utilities, or street furniture. Comments from disability organizations and individuals identified blocked or compromised pedestrian routes as a major barrier to independent travel. Protruding objects provisions in this draft have been revised only to accommodate the new format and add advisory information. R210 Pedestrian Signs (technical provisions at R409). An advisory note has been added to clarify requirements for visual legibility in signs that indicate sidewalk closure,pedestrian detour, and tourist route signage covered in MUTCD. Braille street name signage is required only on APS pedbuttons (R306.4.2). Signage provisions in this draft have been revised only to accommodate the new format and add advisory information. R211 Street Furniture(technical provisions at R307). Advisory notes have been added at several places in this document to remind users of the need to consider the dimensions and use of 10 pedestrian circulation routes when coordinating the placement of improvements, appurtenances, utilities, or street furniture. Comments from disability organizations and individuals identified blocked or compromised pedestrian routes as a major barrier to independent travel. Street furniture provisions in this draft have been revised only to accommodate the new format and add advisory information. R212 Bus Stops (technical provisions at R410.2). An advisory note has been added to clarify the difference between establishing a bus stop by installing signage(signage must comply with R210.2) and constructing a bus stop (boarding/alighting areas, if provided, must comply with R410,bus shelters with R410.2). Bus stop provisions in this draft have been revised only to accommodate the new format and add advisory information. R213 Stairways (technical provisions at R407). Stairway provisions in this draft have been revised only to accommodate the new format. R214 Handrails(technical provisions at R408). Handrail provisions in this draft have been revised only to accommodate the new format and add an advisory note on alterations and protruding objects. R215 Vertical Access (technical provisions in ADAAG). Vertical access provisions in this draft have been revised only to accommodate the new format and add an advisory note on elevator use in extremes of terrain. R216 On-Street Parking (scoping at Table R216; technical provisions at R308). Table R216 in this draft has been adapted from the table in ADAAG based upon the overall number of spaces provided within a block(or analog). Commenters strongly objected to scoping based upon the numbers of parking spaces on a block face, which could, in many places,require very high numbers of spaces disproportionate to those required in lots. Additionally,this draft clarifies when, in new construction or alterations, the presence of a sidewalk or border wider than 4.3 m(14 ft) can accommodate an access aisle that is indented into the curb for protected transfer space, a construction that is similar to that of an on-street loading zone provided at an office,hotel, convention center, arena, or airport(R308.2.1). Advisory notes have been added at several places in this section to convey additional information about indented, end-of-block,perpendicular or angled spaces, and signage. R218 Call Boxes(technical provisions at R309). Call box provisions in this draft have been revised only to accommodate the new format and add an advisory note at R309.1 about the applicability of accessible call box technology to other types of communications systems, such as on-street security systems. 11 R219 Transit Platforms(technical provisions at R414). Transit provisions from the ADA and ABA Accessibility Guidelines (204)have been newly incorporated in this draft. R220 Escalators. Escalator provisions in this draft have been revised only to accommodate the new format. R221 Detectable Warning Surfaces (technical provisions at R304). Transportation industry and State and local government agency commenters expressed concern about the durability, maintainability, and contrast of detectable warning materials required at curb ramps and blended transitions in the June 2002 draft. Recent research by several State departments of transportation and by the Transportation Research Board identified several high-performing products suitable for both new construction and alterations. Approximately 20 manufacturers now produce detectable warning products in metal, concrete, tile,pavers, resilient sheets, and membrane types. The FHWA is currently overseeing human factors research intended to test the contrast effectiveness of 13 different detectable warning colors when viewed by people who have low vision. Comments from disability organizations and individuals were divided in much the same way as consumer comments on accessible pedestrian signals. Many expressed concern about cost but, valued detectable warnings as a way to provide a cue at certain locations such as pedestrian waiting areas at roadway medians, islands, and roundabout splitter islands and at low-slope blended transitions to street crossings. A majority of these commenters favored the June 2002 draft provision requiring detectable warnings at flush transitions between sidewalks and street crossings. The rows of domes in the detectable warning material (technical provisions at R304.2.2) must be aligned with the path of wheelchair travel, which is required to be perpendicular to the grade break at the toe of the ramp to permit tracking between dome rows. On blended transitions, dome orientation is not significant. A new advisory note(R304.1.1) covers the use of radial dome patterns. Detectable warnings provisions in this draft have also been clarified with respect to their permitted setback from the grade break marking the face of a curb. One comer of the detectable warning must be within 205 min(8 in) of the grade break; no other point on the leading edge of the detectable warning may be more than 1.5 in(5 ft) from the grade break(R304.2.1). R222 Doors, Doorways, and Gates(technical provisions at R411). These provisions have been added to this draft from the ADA and ABA Accessibility Guidelines (2004). Because public sidewalks serve the entrances and other facilities of abutters covered by title III of the ADA, coordination of slope, cross slope, and maneuvering space requirements is typically required. In many places,developers provide sidewalk improvements as part of a project. State and local governments must include accessibility compliance in such work. TECHNICAL ASSISTANCE Q&A FOR ALTERATIONS PROJECTS 12 Alterations are projects planned for implementation by a jurisdiction. Program access obligations for existing facilities are not a part of the Board's accessibility guidelines, and the Board's responses to the following questions do not address program access issues(see title II of the ADA at 28 CFR 35.149 and 35.151). CURB RAMPS Question: A multi-block length of roadway is being resurfaced. The comers have curb ramps that meet some but not all of the current specifications; for example the cross slope may be too steep or the curb ramps do not have detectable warnings. Must the curb ramps be reconstructed as part of the resurfacing project? Answer: Yes, if it is technically feasible to provide complying features. The work should be done at the same time the resurfacing is being done. Question: New curb ramps are being installed at an existing developed corner. New construction standards require the curb ramp to be within the crosswalk,but an existing underground utility vault is located where the ramp should be. Must the utility vault be moved? Answer: The scope of this project will determine the answer. If utilities are being moved for other reasons within the project limits, it may be possible to alter or relocate the vault. If project construction will not involve the vault, it may be technically infeasible to locate the curb ramp optimally. It may be possible to widen the crosswalk markings to include the curb ramp. Question: What if the curb ramp can be placed over the vault,but the access cover would be located on the curb ramp? Answer: If the access cover must be located on the curb ramp, it should meet the surface requirements of the pedestrian access route. Question: One comer of an intersection is being altered by curb and gutter reconstruction and paired curb ramps are being installed as part of this project. The other three comers of the intersection are not being altered. Must curb ramps be provided at the unaltered corners as part of this work? Answer: No. The scope of the project requires curb ramps only at the altered corner. SIDEWALKS Question: A project will be undertaken to connect a series of sidewalk segments near a school. Must the existing segments of sidewalk be modified if they do not meet width or cross slope provisions? Answer: Yes,to the maximum extent feasible within the scope of the project. Agencies are not required to expand a planned scope of work to include other items of accessibility. Question: A new sidewalk is being built along an existing road that contains driveway access points. Must those driveways be modified if their cross slope exceeds 2%? Answer: Yes,to the maximum extent feasible within the scope of the project. 13 Question: A city is rebuilding a sidewalk along Main Street. The distance between the edge of the right-of-way and the existing road does not provide sufficient room for a 4- foot-wide pedestrian access route. Does the municipality have to acquire more right-of- way on private property or narrow the roadway to provide the necessary space? Answer: No, these guidelines do not require the municipality to obtain right-of-way or to narrow roadways. A municipality may decide to do either for other reasons(for instance, the roadway may be narrowed as a larger traffic calming effort or as part of a larger project in the roadway). SIGNALS Question: Curb ramps are being installed at a signalized intersection as part of a roadway improvement project. Existing pedestrian signals are pedestrian actuated but the pushbuttons are not accessible or placed in accessible locations. Must accessible pedestrian signals be installed at the existing pedestrian signals? Answer: If work on pedestrian pushbuttons is not planned as part of this project, there is no need to expand its scope to include APS. Question: The pedestrian signals in a corridor are being replaced with new combined count-down signals. Must APS be included in the new system? Answer: Yes. The installation of a new system is an alteration that requires compliance with the new construction guidelines to the maximum extent feasible. However, the addition of a new feature, such as a countdown face or larger display, to an existing installed system does not require that the scope of work be expanded to include other features. Question: Count-down signal displays are being added to the existing pedestrian signal heads at an intersection,but the software and signal controller are not being altered. Must APS be installed? Answer: No, simply adding a display to the existing WALK/DON'T WALK signal would not involve the system changes needed to implement APS. Question: An intersection is being signalized and will include APS. The installation of stub poles on the existing sidewalks to mount the new pedbuttons will not involve disturbing the roadway or sidewalk. Must curb ramps be installed if none existed? Answer: No. This is a project to install pedbuttons; it is not an alteration to the sidewalk or street that would require the installation of curb ramps, as required by 28 CFR 35.151(e). Question: The pushbutton on an existing pedestrian signal is being replaced with a sturdier model. Must APS be installed? Answer: No,but the new pushbutton must meet applicable requirements (i.e., location, height, operable parts). Question: An intersection with sidewalks and pedestrian signals is being widened to include a right turn lane. Must APS be installed as a consequence of the widening project? 14 Answer: No, installing APS is not within scope of the project. Any new pedestrian pushbuttons installed in the course of the work must meet applicable requirements. Note that this project is an alteration to the street and sidewalk and thus must provide compliant curb ramps. GENERAL Question: The local public transit agency has designated a bus stop by placing a sign in the ground along a roadway with no sidewalk. Must a concrete or other improved surface be installed? Answer: No, the placement of a bus stop sign alone does not require other site improvements. When other site improvements are provided they should meet the applicable access requirements. 15 CHAPTER R1: APPLICATION AND ADMINISTRATION R101 Purpose 11101.1 General. This document contains scoping and technical requirements for accessibility to facilities for pedestrian circulation and use located in the public right-of- way. Advisory notes are for informational purposes only. These requirements are to be applied during the design, construction, additions to, and alterations of facilities in the public right-of-way to the extent required by regulations issued by Federal agencies. Advisory RI01.1 General. Access requirements are also addressed in the Manual on Uniform Traffic Control Devices (MUTCD), FHWA/US DOT, 2003 (http://mutcd jhwa.dot.gov). MUTCD is a reference standard in this guideline. Key transportation industry guidance documents also address accessibility in the public right-of-way and can provide useful information on design and construction. They include `Guide for the Planning, Design, and Operation of Pedestrian Facilities , American Association of State Highway and Transportation Officials, July 2004 (www.aashto.org) and `Designing Sidewalks and Trails forAccess, FHWA/US DOT September 2001 (http://www..jhwa.dbt.govlenvironmentlsidewalk2lindex.htm). R101.2 Effect on Existing Facilities. This document does not address existing facilities unless they are included in the scope of an alteration undertaken at the discretion of a covered entity. The U.S. Department of Justice and U.S. Department of Transportation have issued and enforce separate regulations for existing facilities subject to their requirements for program accessibility under the Americans with Disabilities Act. Advisory R101.2 Effect on Existing Facilities. The U.S.Department of Justice ADA regulations require that the usability of accessible features be maintained(28 CFR §35.133 and§36.211). Federal agencies and entities receiving federal funds may also have an obligation for program accessibility under section 504 of the Rehabilitation Act of 1973 as amended. For example, state departments of transportation that receive Federal-aid Highway funds must comply with program accessibility requirements issued by the U.S. Department of Transportation at 49 CFR part 27. R102 Equivalent Facilitation Nothing in these requirements prevents the use of designs,products, or technologies as alternatives to those prescribed,provided they result in substantially equivalent or greater accessibility and usability. 16 R103 Conventions R103.1 Dimensions. Dimensions that are not stated as "maximum" or"minimum" are absolute. R103.1.1 Construction and Manufacturing Tolerances. All dimensions are subject to conventional industry tolerances except where the requirement is stated as a range with specific minimum and maximum end points. Advisory R103.1.1 Construction and Manufacturing Tolerances. Conventional industry tolerances recognized by this provision include those for field conditions and those that maybe a necessary consequence of a particular manufacturing process. Recognized tolerances are not intended to apply to design work. Information on specific tolerances may be available from industry or trade organizations, code groups and building officials, and published references. R103.2 Calculation of Percentages. Where the required number of elements or facilities to be provided is determined by calculations of ratios or percentages and remainders or fractions result, the next greater whole number of such elements or facilities shall be provided. Where the determination of the required size or dimension of an element or facility involves ratios or percentages, rounding down for values less than one half shall be permitted. R103.3 Figures. Unless specifically stated otherwise, figures are provided for informational purposes only. R103.4 Units of Measurement. Measurements are presented in this document in both metric and U.S. customary units and were developed independently within each system. The relationship between the metric and U.S. customary values is neither an exact(soft) conversion nor a completely rationalized(hard) conversion. The metric values are those that would have been used had the requirements been presented exclusively in metric units; the U.S. customary values are those that would have been used had the requirements been presented exclusively in U.S. customary units. Therefore,the user is advised to work entirely in one system and not attempt to convert directly between the two. R104 Referenced Guidelines and Standards R104.1 General. The guidelines and standards listed in R104.2 are incorporated by reference in this document and are part of the requirements to the prescribed extent of each such reference. The Director of the Federal Register has approved these guidelines and standards for incorporation by reference in accordance with 5 U.S.C. 552(a)and 1 CFR part 51. Copies of the referenced guidelines and standards may be inspected at the Architectural and Transportation Barriers Compliance Board, 1331 F Street,NW, Suite 1000, Washington, DC 20004; at the Department of Justice,Civil Rights Division, 17 Disability Rights Section, 1425 New York Avenue,NW,Washington, DC; at the Department of Transportation, 400 Seventh Street, SW, Room 10424,Washington DC; or at the National Archives and Records Administration(NARA). For information on the availability of this material at NARA, call(202) 741-6030, or go to: http://www.archives.2ov/federal register/code of federal regulations/ibr locations. html. R104.2 Referenced Guidelines and Standards. The specific edition of the guidelines and standards listed below are referenced in this document. Where differences occur between this document and the reference, this document applies. R104.2.1 MUTCD. Manual on Uniform Traffic Control Devices for Streets and Highways (MUTCD), 2003 edition. Copies of the referenced standard may be obtained on-line from the Federal Highway Administration at http://mutcd.fhwa.dot.tiov. (see R205 and R302.4). R104.2.2 ANSIBBHMA. Copies of the referenced standards may be obtained from the Builders Hardware Manufacturers Association, 355 Lexington Avenue, 17`h floor,New York,NY 10017 (http://www.buildershardware.com). ANSIBHMA A156.10-1999 American National Standard for Power Operated Pedestrian Doors (see R411.3). ANSIBHMA A156.19-1997 American National Standard for Power Assist and Low Energy Power Operated Doors (see R411.3). ANSIBHMA A156.19-2002 American National Standard for Power Assist and Low Energy Power Operated Doors (see R411.3). R104.2.3 ASME. Copies of the referenced standard may be obtained from the American Society of Mechanical Engineers, Three Park Avenue,New York,NY 10016 (hqp://www.asme.org). ASME A17.1-2000 Safety Code for Elevators and Escalators, including ASME A17.la-2002 Addenda and ASME A17.lb-2003 Addenda(see R220; R305.5.5). R105 Definitions R105.1 General. For the purpose of this document,the terms defined in R105.5 have the indicated meaning. R105.2 Terms Defined in Referenced Guidelines and Standards. Terms not defined in R105.5 or in regulations issued by Federal agencies, but specifically defined in a referenced guideline or standard, shall have the specified meaning from the referenced guideline or standard unless otherwise stated. 18 R105.3 Undefined Terms. The meaning of terms not specifically defined in R105.5 or in regulations issued by Federal agencies or in referenced guidelines and standards shall be as defined by collegiate dictionaries in the sense that the context implies. R105.4 Interchangeability. Words, terms and phrases used in the singular include the plural and those used in the plural include the singular. R105.5 Defined Terms. Accessible. Describes a facility in the public right-of-way that complies with this part. Accessible Pedestrian Signal. A device that communicates information about the WALK phase in audible and vibrotactile formats. Alteration. A change to a facility in the public right-of-way that affects or could affect access, circulation, or use. Blended Transition. A connection with a grade of 5 percent or less between the level of the pedestrian walkway and the level of the crosswalk. Channelization. The separation or regulation of conflicting traffic movements into definite paths of travel by devices such as cones,tubular markers,vertical panels, drums,barricades, temporary raised islands and barriers, to facilitate the orderly movements of traffic, to separate vehicles and pedestrians, and to protect them from construction or hazardous areas. Channelized Intersection. An at-grade intersection in which traffic is directed into definite paths by islands. Crosswalk. (Shall have the meaning in MUTCD Section 1A13.18). Cross Slope. The grade that is perpendicular to the direction of accessible pedestrian travel. On a sidewalk, shoulder, or blended transition, it is measured perpendicular to the curb line or edge of the street or highway; on a curb ramp, it is measured perpendicular to the running grade. Curb Line. A line at the face of the curb that marks the transition between the curb and the gutter, street, or highway. Curb Ramp. A perpendicular or parallel ramp and its landing that cuts through or is built up to the curb. Detectable Warning. A surface feature of truncated dome material built in or applied to the walking surface to advise of an upcoming change from pedestrian to vehicular way. 19 Element. An architectural or mechanical component of a building, facility, space, site, or public right-of-way. Facility. All or any portion of buildings, structures, improvements, elements, and pedestrian or vehicular routes located in a public right-of-way. Grade Break. The meeting line of two adjacent surface planes of different grade. Highway. (Shall have the meaning in MUTCD Section 1A13.32). Intersection. (Shall have the meaning in MUTCD Section 1A13.39). Island. (Shall have the meaning in MUTCD Section 1A13.40). Median. (Shall have the meaning in MUTCD Section 1A13.48). Operable Part. A component of an element used to insert or withdraw objects, or to activate, deactivate, or adjust the element. Pedestrian. (Shall have the meaning in MUTCD Section 1A13.55). Pedestrian Access Route. A continuous and unobstructed walkway within a pedestrian circulation path that provides accessibility. Pedestrian Circulation Path. A prepared exterior or interior way of passage provided for pedestrian travel. Pushbutton Locator Tone. A repeating sound that identifies the pushbutton location and indicates the need to actuate pedestrian timing. Public Right-of-Way. Public land or property,usually in interconnected corridors, that is acquired for or devoted to transportation purposes. Roundabout Intersection. (Shall have the meaning in MUTCD Section 1A13.68). Running Slope. The grade that is parallel to the direction of travel, expressed as a ratio of rise to run or as a percent. Sidewalk. (Shall have the meaning in MUTCD Section 1A13.73). Splitter Island. A flush or raised island that separates entering and exiting traffic in a roundabout intersection. Street. (Shall have the meaning in MUTCD Section 1A13.84). 20 Street Furniture. Sidewalk equipment or furnishings. Vibrotactile. A vibrating surface, located on the accessible pedestrian signal button, that communicates information through touch. Walk Interval. That phase of a traffic signal cycle during which the pedestrian is to begin crossing, typically indicated by a WALK message or the walking person symbol and its audible equivalent. Walkway. The continuous portion of the pedestrian access route that is connected to street crossings by curb ramps or blended transitions. CHAPTER R2: SCOPING REQUIREMENTS R201 Application R201.1 Scope. All newly designed and newly constructed facilities located in the public right-of-way shall comply with these requirements. All altered portions of existing facilities located in the public right-of-way shall comply with these requirements to the maximum extent feasible. Advisory R201.1 Scope. This document(see R101.1 General) covers facilities for pedestrian circulation and use in the right-of-way. Examples offacilities include, but are not limited to, walkways and sidewalks, street or highway shoulders where pedestrians are not prohibited, crosswalks, islands and medians, overpasses and underpasses, on- street parking spaces and loading zones, and equipment, signals, signs, street furniture, and other appurtenances provided for pedestrians. Examples offacilities not included are manholes and utility vaults. These requirements are to be applied to all areas of a facility within the scope or limits of the planned project unless expressly exempted or limited with respect to the number of multiple elements required to be accessible. For example, not all benches are required to be accessible; those that are not required to be accessible are not required to comply with these requirements or to be served by a pedestrian access route. R201.2 Temporary and Permanent Facilities. These requirements shall apply to temporary and permanent facilities. Advisory R201.2 Temporary and Permanent Facilities. Temporary facilities covered by these requirements include, but are not limited to, temporary routes around work zones, portable toilets in the public right-of-way, sidewalk vending facilities, street fair booths, erformance stages and reviewing stands, and the pedestrian access routes that serve them. As permitted in R203.1.1, structures and equipment directly associated with the actual processes of construction are not required to be accessible. 21 Elements are often placed on a sidewalk without coordination by different agencies or entities. The U.S. Department of Justice ADA regulations require that the usability of accessible features be maintained(28 CFR§35.133 and§36.211). R201.3 Requirements for Buildings and Structures. Buildings, structures, and similar facilities constructed in the public right-of-way but not specified in this document shall comply with the applicable requirements in 36 CFR part 1191 (the ADA and ABA Accessibility Guidelines). R201.3.1 Buildings and Structures Covered by the Americans with Disabilities Act. Buildings, structures, and similar facilities covered by the Americans with Disabilities Act(ADA) shall comply with Appendices B and D to 36 CFR part 1191 (the ADA and ABA Accessibility Guidelines). R201.3.2 Buildings and Structures Covered by the Architectural Barriers Act. Buildings, structures, and similar facilities covered by the Architectural Barriers Act(ABA) shall comply with Appendices C and D to 36 CFR part 1191. R202 Alterations and Additions to Existing Facilities R202.1 General. Additions and alterations to existing facilities shall comply with R202. Advisory R202.1 General. Alterations include, but are not limited to, renovation, rehabilitation, reconstruction, historic restoration, resurfacing of circulation paths or vehicular ways, or changes or rearrangement of structural parts or elements of a facility. The U.S. Department of Justice Title II regulation at 28 CFR 35.151(e) requires that curb ramps be installed whenever pedestrian walkways on sidewalks and across streets are newly constructed or altered. A 1993 case, Kinney v. Yerusalim, 9 F.3d 1067(3d Cir. 1993), cert. denied, 511 U.S. 1033 (1994), held that resurfacing of a street constitutes an alteration that requires the installation of curb ramps(for text see http://www.ada.p—ovldeldot.htm . Pavement patching and liquid-applied sealing, lane restriping, and short-term maintenance activities are not alterations. R202.1.1 Transitional Segments. Transitional segments connecting to existing unaltered segments shall comply with R301 to the maximum extent feasible. Advisory R202.1.1 Transitional Segments. It is often possible to construct transitional segments that blend between existing undisturbed facilities and newly-altered elements. This may permit the work of the alteration to more nearly meet the new construction standards. At a later time, when other walkway segments are altered, the non-complying transitional segments can be removed and replaced with complying work. 22 R202.1.2 Added Elements. Where elements are added and the circulation path is not altered, a pedestrian access route is not required. Advisory R202.1.2 Added Elements. This provision does not eliminate the requirements specified for a particular element. For example, a bench that is installed on an existing sidewalk must have the necessary clearances and clear floor space specified in section 307. Where possible added elements should connect to an existing pedestrian access route. R202.2 Additions. Each addition to an existing facility shall comply with the requirements for new construction. Where an existing pedestrian circulation path is extended, the extension shall contain a pedestrian access route complying with R301. R202.3 Alterations. Where existing elements or spaces are altered, each altered element or space within the limits or scope of the project shall comply with the applicable requirements for new construction to the maximum extent feasible. Advisory R202.3 Alterations. From the U.S. Department of Justice title III regulation at 28 CFR 36.402 Alterations: "The phrase `to the maximum extent feasible, ' ... applies to the occasional case where the nature of an existing facility makes it virtually impossible to comply fully with applicable accessibility standards through a planned alteration. In these circumstances, the alteration shall provide the maximum physical accessibility feasible. Any altered features of the facility that can be made accessible shall be made accessible. If providing accessibility in conformance with this section to individuals with certain disabilities (e.g., those who use wheelchairs) would not be feasible, the facility shall be made accessible to persons with other types of disabilities (e.g., those who use crutches, those who have impaired vision or hearing, or those who have other impairments)." Existing conditions (e.g., underlying terrain, right-of-way availability, underground structures, adjacent developed facilities, drainage, the presence of a notable natural or historic feature) may limit choices in an alterations project. In determining the maximum feasible accessibility that can be achieved for pedestrians with disabilities within a given alterations project, covered entities may consider constructability limits commensurate with those of the project as a whole. There is no path-of-travel'obligation in these guidelines; covered entities shall apply the guidelines to achieve the maximum feasible accessibility within the limits of the planned project boundary or scope. However, the alteration of multiple elements or spaces within a facility may provide a cost-effective opportunity to make the entire facility, or a significant portion of it, accessible. When undertaking right-of-way alterations,jurisdictions should consult their transition plans to determine if related work has been identified as needed to achieve program accessibility in existing facilities at the same location. 23 Most rights-of-way work occurs as an alteration in a complex environment also regulated or vehicle operation and safety and subject to the well-established industry practice of applying `engineering judgment'. These techniques can also be used to evaluate the easibility of accessibility solutions. R202.3.1 Prohibited Reduction in Required Access. An alteration shall not decrease or have the effect of decreasing the accessibility of a facility or an accessible connection to an adjacent building or site below the requirements for new construction in effect at the time of the alteration. Advisory R202.3.1 Prohibited Reduction in Access. Sidewalk improvements that correct existing excessive cross slope should be carefully planned to avoid the imposition of barriers elsewhere, as,for example, creating excessive slope in a curb ramp or adding a step at an existing building entrance. Solutions that have been successfully implemented include: 1)split sidewalks that serve entrances and roadway at separate levels; 2)sidewalk widths of greater cross slope at street edge, with a pedestrian access route at lesser cross slope along building entrances; 3)a pedestrian access route along the curb, with ramped entrances along the shop fronts. Where facilities are newly-constructed or altered along an existing sidewalk, it may not always be possible to provide the required level landing at an entrance or other feature required to be accessible without altering the sidewalk. Often, the jurisdiction will require the developer of a new or altered facility on a site served by the sidewalk to redesign and replace the public sidewalk as a part of the permit for construction. Careful coordination between public and private planning is the usual practice. R202.3.2 Extent of Application. An alteration of an existing element, space, or area of a facility shall not impose a requirement for accessibility greater than required for new construction. R202.3.3 Alterations to Qualified Historic Facilities. Where the State Historic Preservation Officer or Advisory Council on Historic Preservation determines that compliance with these requirements would threaten or destroy the historic significance of a qualified facility or element, compliance shall be required to the maximum extent that does not threaten or destroy the historic significance. Advisory R202.3.3 Alterations to Qualified Historic Facilities. It is the element or facility subject to the alteration which must have historic significance. Furthermore, it must be determined that compliance with these requirements would threaten or destroy the historic significance, not merely alter the appearance. 24 R202.3.3.1 Historic District. Location of the facility or element within an historic district is not a sufficient condition for qualification as an historic facility. Advisory R202.3.3.1 Historic District. Altered street crossings, sidewalks, and pedestrian facilities that are not historic but are merely located in historic areas must meet new construction requirements to the maximum extent feasible. R202.3.3.2 Reproductions or Replications. Reproductions or replications of historic facilities shall not qualify as historic facilities. R203 General Exceptions R203.1 General. Facilities, sites, spaces,and elements are exempt from these requirements to the extent specified by R203. R203.1.1 Construction Sites. Structures and sites directly associated with the actual processes of construction, including but not limited to, scaffolding, bridging, materials hoists, materials storage,portable toilet units provided for use exclusively by construction personnel, and construction trailers, shall not be required to comply with this part. R203.1.2 Limited Access Spaces. Spaces accessed only by ladders, catwalks, crawl spaces, or very narrow passageways shall not be required to comply with this part. R203.1.3 Machinery Spaces. Spaces or elements frequented only by service personnel for maintenance, repair, or occasional monitoring of equipment shall not be required to comply with this part. Machinery spaces include,but are not limited to, elevator pits or elevator penthouses; mechanical, electrical or communications equipment cabinets and vaults; electric substations and transformer vaults; and highway and tunnel utility facilities. R203.1.4 Single Occupant Structures. Single occupant structures accessed only by passageways below grade or elevated above standard curb height, including but not limited to toll booths that are accessed only by underground tunnels, shall not be required to comply with this part. R204 Pedestrian Access Route Pedestrian circulation paths shall contain a pedestrian access route complying with R301 which connects to facilities, elements, and spaces required to be accessible by Chapter R2 and to accessible routes required to connect to public streets and sidewalks by section 206.2.1 of appendix B to 36 CFR part 1191 (the ADA and ABA Accessibility Guidelines)or section F206.2.1 of appendix C of 36 CFR 1191 (the ADA and ABA Accessibility Guidelines). Where a pedestrian circulation path is provided in the street, along a highway, or within a shoulder, it shall contain a pedestrian access route. 25 Advisory R204 Pedestrian Access Route. The pedestrian access route is a portion of the general pedestrian circulation path, which may include walkways, sidewalks, street crossings and crosswalks, and overpasses and underpasses, courtyards, elevators, latform lifts, stairs, ramps and landings. Where sidewalks are not provided,pedestrian circulation paths maybe provided in the street, highway, or shoulder unless pedestrian use is prohibited. This provision does not require a pedestrian access route if a pedestrian circulation path is not provided. - R205 Alternate Pedestrian Access Route When an existing pedestrian access route is blocked by construction, alteration, maintenance, or other temporary conditions, an alternate pedestrian access route complying to the maximum extent feasible with R301, R302, and Section 6D.01 and 6D.02 of the WTCD (incorporated by reference; see R104.2.1) shall be provided. Advisory R205 Alternate Pedestrian Access Route. Same-side travel is preferred because it does not increase pedestrian exposure and risk of accident consequent upon added street crossings.A route that uses vehicle lane width may be shorter, safer, and more usable than one that requires two street crossings, even if the roadway surface is imperfect. Part 6D.01 of the MUTCD requires alternate routes to provide the best elements of accessibility provided in the pedestrian circulation route before its disruption. R206 Pedestrian Crossings Where a pedestrian street or rail track crossing is provided, it shall contain a pedestrian access route complying with R301 and the applicable provisions of R305. Where a pedestrian rail crossing is not contained within a street or highway, a detectable warning shall be provided in compliance with R304. Advisory R206 Pedestrian Crossings. When tracks are located in a street or highway that has a pedestrian route, the detectable warnings at the curb ramps make a second set of detectable warnings at the rail unnecessary in most applications. When rail tracks are not associated with a street or highway, they must have detectable warnings across the pedestrian access route on either side. R207 Curb Ramps and Blended Transitions A curb ramp or blended transition complying with R303,or a combination of curb ramps and blended transitions, shall connect the pedestrian access route to each pedestrian street crossing within the width of each crosswalk. R208 Accessible Pedestrian Signals (APS) Where pedestrian signals are provided at pedestrian street crossings, they shall comply with R306. R209 Protruding Objects 26 Protruding objects along or overhanging any portion of a pedestrian circulation path shall comply with R401 and shall not reduce the clear width required for pedestrian access routes. dvisory R209 Protruding Objects. Banners, awnings, tree branches, and temporary street or highway signs may also be hazards if not placed or maintained properly. R210 Pedestrian Signs R210.1 General. Signs designed primarily for pedestrian use shall comply with R210. R210.2 Bus Route Identification. Bus route identification signs shall comply with R409.5.1 through R409.5.4, and R409.5.7 and R409.5.8. In addition,to the maximum extent practicable,bus route identification signs shall comply with R409.5.5. Bus route identification signs located at bus shelters shall provide raised and braille characters complying with R409.2, and shall have rounded corners. Signs shall not be required to comply with R409.2 where audible signs are user- or proximity-actuated or are remotely transmitted to a portable receiver carried by an individual. Bus schedules,timetables and maps that are posted at the bus stop or bus shelter are not required to comply. R210.3 Directional,Informational, and Warning Signs. Directional, informational, and warning signs shall comply with R409.5. Advisory R210.3 Directional, Informational, and Warning Signs. This provision applies legibility criteria to text signs. Examples of covered signs include, but are not limited to, sidewalk closure and pedestrian detour signing required by WTCD, tourist information signing, and pedestrian route signing along an historic trail. Standard highway street-name signage is not covered by this part. Braille identification of street names is a required feature where APS are provided(see R306). proximity-,-user-, or button-activated audible sign can provide this information in audible formats for pedestrians who don't read print. Such devices are now being man factured for rights-of-way applications. R211 Street Furniture Street furniture intended for use by pedestrians and installed on or adjacent to a pedestrian circulation path shall comply with R307. 27 Advisory R211 Street Furniture. This scoping applies usability and operability criteria to certain items intended for pedestrian use in the public right-of-way. Where multiple items of a single type are provided at a single location, only a proportion may be required to be accessible and to be located on a pedestrian access route. Types of street furniture for which usability and operational criteria are provided include elements such as drinking fountains;public telephones;public toilet facilities; and tables, counters, and benches in R211; parking meters in R308.6; bus stops and shelters in R212; and signage, including bus stop signage, in R210. Where applicable, usability and operability provisions shall be satisfied in the design and construction of other items installed on or along a public right-of-way for pedestrian use(see sections R307, R401, and R405). Some items intended for pedestrian use are installed on private property bounded by a public right-of-way and are intended for use from the right-of-way. Such items include wall-mounted TMs, overnight mail kiosks, and walk-up service windows. Other items may be placed within a public sidewalk under the terms of a public space permit, such as the tables, chairs, and enclosures used by sidewalk cafes and restaurants or sidewalk vending carts and machines. The DA and ABA Accessibility Guidelines cover these street furniture items, which should not be permitted to intrude on the required pedestrian access route or to violate protruding objects provisions. Some street furniture, such as fire hydrants, signal control boxes, signal and sign poles, and overhead awnings and signs, is not intended for pedestrian operation. These and similar items shall not intrude on the required pedestrian access route or violate protruding objects provisions (see sections R301 and R401). The location of bicycle racks on a public sidewalk should consider their footprint in use, since a bicycle carelessly fixed to a rack can become a barrier to accessible travel along a pedestrian access route or a protruding object along it. Careful coordination is required between agencies and divisions authorized to install items on and along sidewalks in order to avoid inadvertent conditions that may constitute barriers. The U.S. Department of Justice ADA regulations require that the usability of accessible features be maintained(28 CFR§35.133 and§36.211). R212 Bus Stops Where provided,bus boarding and alighting areas shall comply with R410. Where provided,bus shelters shall comply with R410.2. Advisory R212 Bus Stops. Where bus stops are marked along existing streets by the placement of signage, benches, or shelters, other features necessary to accessibility, such as surface improvements and curb ramps, will be subject to the program access requirements of the U.S. Department of Justice title II regulation at 28 CFR 35.151 or the U.S. Department of Transportation 504 regulation at 49 CFR Part 27. Transportation, rublic works, and transit agencies should consider including needed improvements in heir transition plans and other program accessibility planning. 28 Furthermore, the placement of such items is subject to usability and protruding objects provisions that apply to street furniture. Bus stop benches and shelters shall not intrude into an existing pedestrian access route. Signage required at bus stops is scoped at R210.2 Bus Route Identification. R213 Stairways Where provided on a pedestrian circulation path, stairways shall comply with R407. Stairways shall not be part of a pedestrian access route. R214 Handrails Where provided, handrails shall comply with R408. Advisory R214 Handrails. It may not be feasible to install handrails with fully complying features on existing developed rights-of-way if the fill horizontal handrail extension would narrow a required pedestrian access route or be a hazard to cross traffic. Handrail design should not constitute a protruding object(see R401). R215 Vertical Access Where provided, elevators, limited-use/limited-application elevators, and platform lifts shall comply with the applicable requirements in section 407, 408, and 410 of Appendix D to 36 CFR part 1191 (the ADA and ABA Accessibility Guidelines) and shall provide for independent operation. Vertical access shall remain unlocked during the operating hours of the facility served. Advisory R21 S Vertical Access. Elevators in public and private buildings accessible fi-om the public right-of-way have been successfully used to provide low-effort routes between sidewalk levels in hilly terrain. R216 On-Street Parking Where on-street parking is marked or metered, accessible parking spaces complying with R308 shall be provided on the block perimeter in accordance with Table R216. Advisory R216 On-Street Parking. Accessible on-street parking spaces are best located where the street has the least crown and grade and close to key destinations.Adjacent sidewalk space should be free of obstructions (including curb ramps) to permit deployment of a van side-lift.- Table R216 Accessible Parking Spaces Total Number of Marked or Metered Minimum Required Number of Accessible Parking Spaces on the Block Perimeter Parking Spaces 1 to 25 1 26 to 50 2 29 51 to 75 3 76 to 100 4 101 to 150 5 151 to 200 6 201 and over 4% of total R217 Passenger Loading Zones Where passenger loading zones are provided, a minimum of one passenger loading zone complying with R412 shall be provided in every continuous 30 m(100 ft) of loading zone space or fraction thereof. R218 Call Boxes Where provided,roadside call boxes shall comply with R309. R219 Transit Platforms Where provided,transit platforms shall comply with R414. R220 Escalators Where provided, escalators shall comply with sections 6.1.3.5.6 and 6.1.3.6.5 of ASME A17.1 (incorporated by reference; see 104.2.2). R221 Detectable Warning Surfaces Detectable warning surfaces shall comply with R304. Advisory R221 Detectable Warning Surfaces. Detectable warning surfaces are required where curb ramps, blended transitions, or landings provide a flush pedestrian connection to the street. Sidewalk crossings of residential driveways should not generally be provided with detectable warnings, since the pedestrian right-of-way continues across most driveway aprons and overuse of detectable warning surfaces should be avoided in the interests of message clarity. However, where commercial driveways are provided with traffic control devices or otherwise are permitted to operate like public streets, detectable warnings should be provided at the junction between the pedestrian route and the street. R222 Doors,Doorways,and Gates Where provided, doors,doorways, and gates shall comply with R411. CHAPTER R3: TECHNICAL PROVISIONS R301 Pedestrian Access Route R301.1 General. Pedestrian access routes shall comply with R301 and shall connect pedestrian elements and facilities required to be accessible. 30 R301.2 Components. Pedestrian access routes shall consist of one or more of the following components: walkways,ramps, curb ramps(excluding flared sides) and landings,blended transitions, crosswalks, and pedestrian overpasses and underpasses, elevators, and platform lifts. Stairways and escalators shall not be part of a pedestrian access route. All components of a pedestrian access route shall comply with the applicable portions of this document. R301.3 Width. R301.3.1 Continuous Width. The minimum continuous and unobstructed clear width of a pedestrian access route shall be 1.2 m(4.0 ft), exclusive of the width of the curb. Advisory R301.3.1 Continuous Width. The pedestrian access route provides a minimum accessible route of passage within a sidewalk or other walkway that may not comprise the fidl width of the pedestrian circulation route,particularly in urban areas. Industry- recommended sidewalk widths can be found in `Cnuide for the Planning, Design, and Operation of Pedestrian Facilities , American Association of State Highway and Transportation Officials, July 2004 (www.aashto.ora). The minimum width must be maintained without obstruction. Where a pedestrian access route turns or changes direction, it should accommodate the continuous passage of a wheelchair or scooter. As with street or highway design for vehicles, additional maneuvering width or length may be needed at recesses and alcoves, doorways and entrances, and along curved or angled routings,particularly where the grade exceeds 5%. Individual segments ofpedestrian access routes should have a minimum straight length of 1.2 m (4.0 ft). Street furniture, including fixed or movable elements such as newspaper and sales racks, cafe seating and tables, bus shelters, vender carts, sidewalk sculptures, and bicycle racks, shall not reduce the required width of the pedestrian access route. Provisions for protruding objects apply across the entire width of the pedestrian circulation path, not just the pedestrian access route. R301.3.2 Width at Passing Spaces. Walkways in pedestrian access routes that are less than 1.5 m(5.0 ft) in clear width shall provide passing spaces at intervals of 61 m(200 ft)maximum. Pedestrian access routes at passing spaces shall be 1.5 m(5.0 ft) wide for a distance of 1.5m(5.0 ft). R301.3.3 Width at Elevators and Lifts. The pedestrian access route at elevators and platform lifts shall be permitted to comply with the applicable requirements of section 407, 408, and 410 of Appendix D to 36 CFR part 1191 (the ADA and ABA Accessibility Guidelines). 31 R301.3.4 Width at Doors,Doorways, and Gates. The pedestrian access route through doors, doorways, and gates shall be permitted to comply with R411.2.3. R301.4 Walkway Grade and Cross Slope. R301.4.1 Cross Slope. The cross slope of the walkway of a pedestrian access route shall be 2 percent maximum. R301.4.2 Street or Highway Grade. Where the walkway of a pedestrian access route is contained within a street or highway border, its grade shall not exceed the general grade established for the adjacent street or highway. R301.4.3 Supported Slope. Where the walkway of a pedestrian access route is supported by a structure, it shall comply with R305.5. dvisory R301.4.3 Supported Slope. This provision covers pedestrian access routes on bridges, overpasses, underpasses and similar facilities. R301.5 Surface. The surface of the pedestrian access route shall be firm, stable and slip resistant. dvisory R301.5 Surface. The U.S. Department of Justice ADA regulations require that the usability of accessible features be maintained(28 CFR§35.133 and§36.211).- R301.5.1 Vertical Alignment. Vertical alignment shall be planar within curb ramp runs,blended transitions, landings, and gutter areas within the pedestrian access route, and within clear spaces required for accessible pedestrian signals, street furniture, and operable parts. Grade breaks shall be flush. Where the pedestrian access route crosses rail tracks at grade, the surface of the pedestrian access route shall be level and flush with the top of the rail at the outer edges of the rail. The surface between the rails shall be aligned with the top of the rail. R301.5.2 Surface Discontinuities. Surface discontinuities shall not exceed 13 min(0.50 in)maximum. Vertical discontinuities between 6.4 min(0.25 in) and 13 mm(0.5 in) maximum shall be beveled at 1:2 minimum. The bevel shall be applied across the entire level change. Advisory R301.5.2 Surface Discontinuities. Surfaces with individual units laid out of lane and those that are heavily textured, rough, or chamfered, will greatly increase rolling resistance and will subject pedestrians who use wheelchairs, scooters, and rolling walkers to the stressful(and often painful) effects of vibration. It is highly desirable to minimize surface discontinuities; when discontinuities on the pedestrian access route are unavoidable, they should be widely separated. R301.7 Horizontal Openings. 32 R301.7.1 Walkway Joints and Gratings. Openings shall not permit passage of a sphere more than 13 min(0.5 in) in diameter. Elongated openings shall be placed so that the long dimension is perpendicular to the dominant direction of travel. R301.7.2 Clearances at Elevator and Platform Lift Sills. Clearances between elevator car platform sills and associated hoistways and between a platform lift sill and any landing shall comply with the applicable requirements in sections 407.4.3,408.4.3, and 410.4 of Appendix D to 36 CFR part 1191 (the ADA and ABA Accessibility Guidelines). R301.7.3 Flangeway Gaps at Non-Freight Rail Crossings. Openings for wheel flanges at pedestrian crossings of non-freight rail track shall be 64 min(2.5 in) maximum. R301.7.4 Flangeway Gaps at Freight Rail Crossings. Openings for wheel flanges at pedestrian crossings of freight rail track shall be 75 min(3 in) maximum. R302 Alternate Circulation Path R302.1 General. Alternate circulation paths shall comply with R302 and shall contain a pedestrian access route complying with R301. Advisory R302.1 General. Temporary routes are alterations to an existing developed pedestrian environment and are required to achieve the maximum accessibility feasible tinder existing conditions. R302.2 Location. To the maximum extent feasible, the alternate circulation path shall be provided on the same side of the street as the disrupted route. Advisory R302.2 Location. Where it is not feasible to provide a same-side alternate circulation path and pedestrians will be detoured, section 6D.02 of the MUTCD specifies that the alternate path provide a similar level of accessibility to that of the existing disrupted route. This may include the incorporation of accessible pedestrian signals (APS), curb ramps, or other accessibility features. R302.3 Protection. Where the alternate circulation path is exposed to adjacent construction, excavation drop-offs, traffic,or other hazards, it shall be protected with a pedestrian barricade or channelizing device complying with R302.4. Advisory R302.3 Protection. When it is necessary to block travel at the departure curb to close a crosswalk that is disrupted by excavation, construction, or construction activity, care must betaken to preserve curb ramp access to the perpendicular crosswalk. This may require additional pedestrian channelization if only a single diagonal curb ramp 33 serves the corner. Figures 6H-28 and 6H-29 of the MUTCD specify notification signage for pedestrian closings and detours. Audible signage triggered by proximity switches can provide information to pedestrians who do not use print signs. R302.4 Pedestrian Barricades and Channetizing Devices. Pedestrian barricades and channelizing devices shall be continuous, stable, and non-flexible and shall consist of a wall, fence, or enclosures specified in section 617-58, 617-63, and 617-66 of the MUTCD (incorporated by reference; see R104.2.4). R302.4.1 Detectable Base. A continuous bottom edge shall be provided 150 mm (6 in)maximum above the ground or walkway surface. R302.4.2 Height. Devices shall provide a continuous surface or upper rail at 0.9 m(3.0 ft)minimum above the ground or walkway surface. Support members shall not protrude into the alternate circulation path. R303 Curb Ramps and Blended Transitions R303.1 General. Curb ramps and blended transitions shall comply with R303. dvisory R303.1 General. Curb ramps can be a key source of wayfinding information for pedestrians who travel without vision cues if they are installed in-line with the direction of pedestrian travel at crossings. This is most easily accomplished by locating the ramp at the tangent point of the curb return, using either a small curb radius in an attached sidewalk or, in larger radii, a border or setback from the street edge. The Institute of Transportation Engineers (www.ite.orga) has undertaken an industry-wide effort to develop and standardize intersection plans that optimize wayfinding. The challenge for practitioners is to provide usability for pedestrians in wheelchairs and scooters with a rectangular ramp plan that can also be directional. R303.2 Types. Perpendicular curb ramps shall comply with R303.2.1 and R303.3; parallel curb ramps shall comply with R303.2.2 and R303.3; blended transitions shall comply with R303.2.3 and R303.3. 34 Advisory R303.2 Types. This provision permits a combination of ramps and blended transitions. t will sometimes be necessary to limit the run of a parallel or perpendicular ramp in order to avoid `chasing grade'indefinitely. In new construction at standard curb heights, required level landings can provide a datum for measuring most curb ramp slopes. Limiting new ramps to an 8.3%slope on steep routes will result in a slight increase in grade on the balance of the route, but will facilitate street crossing and a timely and manageable ascent to the sidewalk,particularly important when crossing in traffic.= R303.2.1 Perpendicular Curb Ramps. Perpendicular curb ramps shall have a running slope that cuts through or is built up to the curb at right angles or meets the gutter grade break at right angles. R303.2.1.1 Running Slope. The running slope shall be 5 percent minimum and 8.3 percent maximum but shall not require the ramp length to exceed 4.5 m(15.0 ft). R303.2.1.2 Cross Slope. The cross slope at intersections shall be 2 percent maximum. The cross slope at midblock crossings shall be permitted to be warped to meet street or highway grade. R303.2.1.3 Landing. A landing 1.2 m(4.0 ft) minimum by 1.2 m(4.0 ft) minimum shall be provided at the top of the curb ramp and shall be permitted to overlap other landings and clear space. Running and cross slopes at intersections shall be 2 percent maximum. Running and cross slope at midblock crossings shall be permitted to be warped to meet street or highway grade. R303.2.1.4 Flares. Flared sides with a slope of 10 percent maximum, measured parallel to the curb line, shall be provided where a pedestrian circulation path crosses the curb ramp. dvisory R303.2.1.4 Flares. Sides of ramps may be returned,providing useful directional cues, if protected from cross travel by landscaping, street ficrniture,poles, or equipment. R303.2.2 Parallel Curb Ramps. Parallel curb ramps shall comply with R303.2.2, and shall have a running slope that is in-line with the direction of sidewalk travel. R303.2.2.1 Running Slope. The running slope shall be 5 percent minimum and 8.3 percent maximum but shall not require the ramp length to exceed 4.5 m(15.0 ft). 35 R303.2.2.2 Cross Slope. The cross slope shall be 2 percent maximum. R303.2.2.3 Landing. A landing 1.2 in(4.0 ft)minimum by 1.2 in(4.0 ft) minimum shall be provided at the bottom of the ramp run and shall be permitted to overlap other landings and clear floor or ground space. Running slope and cross slopes at intersections shall be 2 percent maximum. Running and cross slope at midblock crossings shall be permitted to be warped to meet street or highway grade. R303.2.2.4 Diverging Sidewalks. Where a parallel curb ramp does not occupy the entire width of a sidewalk, drop-offs at diverging segments shall be protected. R303.2.3 Blended Transitions. Blended transitions shall comply with R303.3. Running slope shall be 5 percent maximum and cross slope shall be 2 percent maximum. R303.3 Common Elements. Curb ramps and blended transitions shall comply with R303.3. R303.3.1 Width. The clear width of landings,blended transitions, and curb ramps, excluding flares, shall be 1.2 in (4.0 ft) minimum. R303.3.2 Detectable Warnings. Detectable warning surfaces complying with R304 shall be provided, where a curb ramp, landing, or blended transition connects to a street. R303.3.3 Surfaces. Surfaces of curb ramps,blended transitions, and landings shall comply with R301. Gratings, access covers, and other appurtenances shall not be located on curb ramps,landings,blended transitions,and gutters within the pedestrian access route. R303.3.4 Grade Breaks. Grade breaks at the top and bottom of perpendicular curb ramps shall be perpendicular to the direction of ramp run. At least one end of the bottom grade break shall be at the back of curb. Grade breaks shall not be permitted on the surface of curb ramps,blended transitions, landings, and gutter areas within the pedestrian access route. Surface slopes that meet at grade breaks shall be flush. R303.3.5 Counter Slopes. The counter slope of the gutter or street at the foot of a curb ramp, landing, or blended transition shall be 5 percent maximum. 36 R303.3.6 Clear Space. Beyond the curb face, a clear space of 1.2 in(4.0 ft) minimum by 1.2 in(4.0 ft) minimum shall be provided within the width of the crosswalk and wholly outside the parallel vehicle travel lane. R304 Detectable Warning Surfaces R304.1 General. Detectable warnings shall consist of a surface of truncated domes aligned in a square or radial grid pattern and shall comply with R304. R304.1.1 Dome Size. Truncated domes in a detectable warning surface shall have a base diameter of 23 min(0.9 in) minimum to 36 mm(1.4 in) maximum, a top diameter of 50 percent of the base diameter minimum to 65 percent of the base diameter maximum, and a height of 5 min(0.2 in). dvisory R304.1.1 Dome Size. Where domes are arrayed radially, they may differ in diameter within the ranges specified. R304.1.2 Dome Spacing. Truncated domes in a detectable warning surface shall have a center-to-center spacing of 41 min(1.6 in) minimum and 61 min(2.4 in) maximum, and a base-to-base spacing of 17 mm(0.65 in)minimum, measured between the most adjacent domes. dvisory R304.1.2 Dome Spacing. Where domes are arrayed radially, they may differ in center-to-center spacing within the range specified. R304.1.3 Contrast. Detectable warning surfaces shall contrast visually with adjacent gutter, street or highway, or walkway surface, either light-on-dark or dark-on-light. Advisory R304.1.3 Contrast. Contrast maybe provided on the fidl ramp surface but should not extend to the flared sides. Many pedestrians use the visual contrast at the toe of the ramp to locate the curb ramp opening from the other side of the street. R304.1.4 Size. Detectable warning surfaces shall extend 610 mm(24 in) minimum in the direction of travel and the full width of the curb ramp (exclusive of flares), the landing, or the blended transition. R304.2 Location and Alignment. R304.2.1 Perpendicular Curb Ramps. Where both ends of the bottom grade break complying with R303.3.4 are 1.5 m(5.0 ft) or less from the back of curb, the detectable warning shall be located on the ramp surface at the bottom grade break. Where either end of the bottom grade break is more than 1.5 in(5.0 ft) from the back of curb,the detectable warning shall be located on the lower landing. 37 Advisory R304.2.1 Perpendicular Curb Ramps. Detectable warnings are intended to provide a tactile equivalent underfoot of the visible curbline, those placed too far from the street edge because of a large curb radius may compromise effective crossing analysis. R304.2.2 Landings and Blended Transitions. The detectable warning shall be located on the landing or blended transition at the back of curb. R304.2.3 Alignment. The rows of truncated domes in a detectable warning surface shall be aligned to be perpendicular or radial to the grade break between the ramp, landing, or blended transition and the street. Advisory R304.2.3 Alignment. Where a ramp, landing, or blended transition provides access to the street continuously around a corner, the vertical rows of truncated domes in a detectable warning surface should be aligned to be perpendicular or radial to the grade break between the ramp and the street for a 1.2 meter-wide(4.0 ft) width for each crosswalk served. R304.2.3 Rail Crossings. The detectable warning surface shall be located so that the edge nearest the rail crossing is 1.8 m(6 ft)minimum and 4.6 m(15 ft) maximum from the centerline of the nearest rail. The rows of truncated domes in a detectable warning surface shall be aligned to be parallel with the direction of wheelchair travel. R305 Pedestrian Crossings R305.1 General. Pedestrian crossings shall comply with R305. R305.2 Crosswalks. Crosswalks shall comply with R305.2 and shall contain a pedestrian access route that connects to departure and arrival walkways through any median or pedestrian refuge island. R305.2.1 Width. Marked crosswalks shall be 1.8 m(6 ft)wide minimum. R305.2.2 Cross Slope. R305.2.2.1 Crossings with Stop Control.The cross slope shall be 2 percent maximum. R305.2.2.2 Crossings without Stop Control. The cross slope shall be 5 percent maximum. 38 R305.2.2.3 Midblock Crossings. The cross slope at midblock crossings shall be permitted to be warped to meet street or highway grade. R305.2.3 Running Slope. The running slope shall be 5 percent maximum, measured parallel to the direction of pedestrian travel in the crosswalk. R305.3 Pedestrian Signal Phase Timing. All pedestrian signal phase timing shall be calculated using a pedestrian walk speed of 1.1 m/s (3.5 ft/s)maximum. The crosswalk distance used in calculating pedestrian signal phase timing shall include the entire length of the crosswalk. R305.4 Medians and Pedestrian Refuge Islands. Medians and pedestrian refuge islands in crosswalks shall comply with R305.4 and shall contain a pedestrian access route, including passing space, complying with R301 and connecting to each crosswalk. R305.4.1 Length. Medians and pedestrian refuge islands shall be 1.8 in(6.0 ft) minimum in length in the direction of pedestrian travel. Advisory R305.4.1 Length. The edges of cut-throughs and curb ramps are useful as cues to the direction of a crossing. This should be considered when planning an angled route through a median or island. Curb ramps in medians and islands can add difficulty to the crossing for some users. There are many factors to consider when deciding whether to ramp or cut-through a median or island. Those factors may include slope and cross slope of road, drainage, and width of median or island. R305.4.2 Detectable Warnings. Medians and pedestrian refuge islands shall have detectable warnings complying with R304 at curb ramps and blended transitions. Detectable warnings at cut-through islands shall be located at the curbline in-line with the face of curb and shall be separated by a 61 cm(2.0 ft) minimum length of walkway without detectable warnings. Where the island has no curb, the detectable warning shall be located at the edge of roadway. R305.5 Pedestrian Overpasses and Underpasses. Pedestrian overpasses and underpasses shall comply with R305.5. R305.5.1 Pedestrian Access Route. Pedestrian overpasses and underpasses shall contain a pedestrian access route complying with R301. R305.5.2 Approach. Where the approach slope exceeds 5 percent, the approach shall be a ramp 1.2 in (4.0 ft)minimum in width complying with R406 or an elevator, a limited use/limited application elevator, or platform lift complying with the applicable requirements in section 407,408, and 410 of Appendix D to 36 CFR part 1191 (the ADA and ABA Accessibility Guidelines) and providing for independent operation. 39 Advisory R305.5.2 Approach. This provision leaves the decision of type of accessible vertical access up to the jurisdiction. Long ramps can present difficulties for some persons with disabilities and may require snow clearance. Elevators or lifts entail a maintenance obligation. R305.5.3 Stairs. Stairs shall comply with R407. R305.5.4 Escalators. Escalators shall comply with sections 6.1.3.5.6 and 6.1.3.6.5 of ASME A17.1 (incorporated by reference; see R104.2.3) and shall have a clear width of 82 cm(32 in)minimum. R305.6 Roundabout Intersections. Where pedestrian facilities are provided at roundabout intersections, they shall comply with R305.6 and shall contain a pedestrian access route complying with R301. R305.6.1 Separation. If walkways are curb-attached, there shall be a continuous and detectable edge treatment along the street side of the walkway wherever pedestrian crossing is not intended. Where chains, fencing, or railings are used, they shall have a bottom element 38 cm(15 in) maximum above the pedestrian access route. Advisory R305.6.1 Separation. Because the pedestrian crossings are located off to the side of the pedestrian route around the street or highway and noise from continuously circulating traffic may mask useful audible cues. Carefully delineated crosswalk approaches with plantings, low enclosures, curbs, or other defined edges can be effective in identifying the crossing location(s). European and Australian roundabout intersections extend a 6-cm (24-inch) width of tactile surface treatment from the centerline of the ramp or blended transition across the full width of the sidewalk to provide an underfoot cue. Several manufacturers make a surface of raised bars for this use. The detectable warning surface should not be used, since it indicates the edge of a street or highway. Schemes that remove cyclists from the circulating street or highway by means of a ramp that angles from the curb lane to the sidewalk and then provide re-entry by means of a similar ramp beyond the pedestrian crossing may provide false cues about the location of a crossing to pedestrians who are using the edge of the sidewalk for wayfinding. [Designers should consider ways to mitigate this hazard. R305.6.2 Signals. At roundabouts with multi-lane crossings,a pedestrian activated signal complying with R306 shall be provided for each segment of each crosswalk, including the splitter island. Signals shall clearly identify which crosswalk segment the signal serves. dvisory R305.6.2 Signals. There are many suitable demand signals for this application. Crossings at some roundabout intersections in Australia and the United Kingdom 40 incorporate such systems, in which the driver f rst sees a flashing amber signal upon edestrian activation and then a solid red while the pedestrian crosses to the splitter island(there is no green). These types of signals are also used in some U.S, cities at pedestrian crossings of arterial street or highways. The pedestrian pushbutton should be identifiable by a locator tone, and an accessible pedestrian signal incorporated to rovide audible and vibrotactile notice of the gap created by the red signal. If properly signed, it need only be used occasionally by those who do not wish to rely solely on visual gap selection. Roundabout intersections with single-lane approach and exit legs are not required to provide signals. R305.7 Channelized Turn Lanes at Intersections. Where pedestrian crosswalks are provided at multi-lane right or left channelized turn lanes at intersections with pedestrian signal indications, a pedestrian activated signal complying with R306 shall be provided. Advisory R305.7 Channelized Turn Lanes at Intersections. Accessible pedestrian signal devices installed at splitter and `pork chop'islands must be carefully located and separated so that signal spillover does not give conflicting information about which crossing has the WALK indication displayed. [Additional guidance on signal types is provided in Advisory R305.6.2. R306 Accessible Pedestrian Signals (APS) R306.1 General. Pedestrian signals shall comply with R306. R306.2 Pedestrian Signals. Each crosswalk with pedestrian signal indication shall have an accessible pedestrian signal which includes audible and vibrotactile indications of the WALK interval. Where a pedestrian pushbutton is provided, it shall be integrated into the accessible pedestrian signal and shall comply with R306.2. Advisory R306.2 Pedestrian Signals. Signals should generally sound and vibrate throughout the WALK interval. Where signals rest in WALK, audible operation may be limited to a repetition at short intervals rather than continuous sounding for several minutes. R306.2.1 Location. Accessible pedestrian signals shall be located so that the vibrotactile feature can be contacted from the level landing serving a curb ramp, if provided, or from a clear floor or ground space that is in line with the crosswalk line adjacent to the vehicle stop line. R306.2.1.1 Crossings. Accessible pedestrian signal devices shall be 3.0 m(10.0 ft)minimum from other accessible pedestrian signals at a crossing. The control face of the accessible pedestrian signal shall be 41 installed to face the intersection and be parallel to the direction of the crosswalk it serves. R306.2.1.2 Medians and Islands. Accessible pedestrian signals located in medians and islands shall be 1.5 in(5.0 ft)minimum from other accessible pedestrian signals. R306.2.2 Reach and Clear Floor or Ground Space. Accessible pedestrian pushbuttons shall be located within a reach range complying with R404. A clear floor or ground space complying with R402 shall be provided at the pushbutton and shall connect to or overlap the pedestrian access route. R306.2.3 Audible Walk Indication. The audible indication of the WALK interval shall be by tone or speech message. R306.2.3.1 Tones. Tones shall consist of multiple frequencies with a dominant component at 880 Hz. The duration of the tone shall be 0.15 s and shall repeat at intervals of 0.15 s. Advisory R306.2.3.1 Tones. Many new accessible pedestrian signal installations in the US use speech messages, which are perceived as being more user-friendly than tones. However, such messages may not be intelligible under high-ambient-noise conditions or to non-English speakers. Electronic tones are more universal and unambiguous. Section 4E.06 of the MUTCD specifies content of speech messages. R306.2.3.2 Volume. Tone or voice volume measured at 92 cm(3.0 ft) from the pedestrian signal device shall be 2 dB minimum and 5 dB maximum above ambient noise level in standard operation and shall be responsive to ambient noise level changes. dvisory R306.2.3.2 Volume. Where additional volume or beaconing features are available on pedestrian activation, they will momentarily exceed volume limits. R306.3 Pedestrian Pushbuttons. Pedestrian pushbuttons shall comply with R306.3. R306.3.1 Operation. Pedestrian pushbuttons shall comply with R405.4. R306.3.2 Pushbutton Locator Tone. Pedestrian pushbuttons shall incorporate a locator tone at the pushbutton. Pushbutton locator tone volume measured at 92 cm(3.0 ft) from the pushbutton shall be 2 dB minimum and 5 dB maximum above ambient noise level and shall be responsive to ambient noise level changes. The duration of the locator tone shall be 0.15 s maximum and shall repeat at intervals of one second. The locator tone shall operate during the DON'T WALK and flashing DON'T WALK intervals only and shall be deactivated when the pedestrian signal is not operative. 42 R306.3.3 Size and Contrast. Pedestrian pushbuttons shall be a minimum of 0.5 cm(2 in) across in one dimension and shall contrast visually with their housing or mounting. R306.3.4 Optional Features. An extended button press shall be permitted to activate additional features. Buttons that provide additional features shall be marked with three braille dots forming an equilateral triangle in the center of the pushbutton. R306.4 Directional Information and Signs. Pedestrian signal devices shall provide tactile and visual signs complying with 306.4 on the face of the device or its housing or mounting to indicate crosswalk direction and the name of the street containing the crosswalk served by the pedestrian signal. R306.4.1 Arrow. Signs shall include a tactile arrow aligned parallel to the crosswalk direction. The arrow shall be raised 0.8 mm(.03 inch)minimum and shall be 4 mm(1.5 in) minimum in length. The arrowhead shall be open at 45 degrees to the shaft and shall be 33 percent of the length of the shaft. Stroke width shall be 10 percent minimum and 15 percent maximum of arrow length. The arrow shall contrast with the background. R306.4.2 Street Name. Accessible pedestrian signals (APS) shall include street name information aligned parallel to the crosswalk direction and shall comply with R409.3 or shall provide street name information in audible format. R306.4.3 Crosswalk Configuration. Where provided, graphic indication of crosswalk configuration shall be tactile. R307 Street Furniture R307.1 General. Street furniture shall comply with R307. Advisory R307.1 General. Elements are often placed on a sidewalk without coordination by different agencies or entities. Covered entities must ensure that the usability of the pedestrian access route is maintained. Where items are added to an existing developed streetscape and the pedestrian walkway is not being replaced or altered within the scope of the project, locations should be carefully selected for minimum slope and cross slope and adequate width and maneuvering space to optimize usability. R307.2 Clear Floor or Ground Space. Street furniture shall have clear space complying with R402 and shall be connected to the pedestrian access route. 43 R307.3 Drinking Fountains. Where drinking fountains are provided,they shall comply with R413. R307.4 Public Telephones. Where public telephones are provided, they shall comply with R307.4. R307.4.1 Single Telephone. Where a single public telephone is provided, it shall comply with sections 704.2 and 704.4 of Appendix D to 36 CFR part 1191 (the ADA and ABA Accessibility Guidelines). R307.4.2 Multiple Telephones. Where a bank of public telephones is provided, at least one telephone shall comply with section 704.2 of Appendix D to 36 CFR part 1191, and at least one additional telephone shall comply with section 704.4 of Appendix D to 36 CFR part 1191 (the ADA and ABA Accessibility Guidelines). R307.4.3 Volume Controls. All public telephones shall provide volume controls complying with section 704.3 of Appendix D to 36 CFR 1191. R307.5 Public Toilet Facilities. Permanent or portable public toilet facilities shall comply with section 603 of Appendix D to 36 CFR part 1191. At least one fixture of each type provided shall comply with sections 604 through 610 of Appendix D to 36 CFR part 1191 (the ADA and ABA Accessibility Guidelines). Operable parts, dispensers,receptacles, or other equipment shall comply with R405. Where multiple single-user toilet facilities are clustered at a single location, at least 5 percent,but no fewer than one single-user toilet at each cluster shall comply with section 603 of Appendix D to 36 CFR part 1191 and shall be identified by the International Symbol of Accessibility complying with R409.7.2.1. R307.6 Tables, Counters, and Benches. Tables, counters, and benches shall comply with R307.6. R307.6.1 Tables. Where tables are provided in a single location, at least 5 percent but no fewer than one, shall comply with section 902 of Appendix D to 36 CFR part 1191 (the ADA and ABA Accessibility Guidelines). R307.6.2 Counters. Where provided, counters shall comply with section 904 of Appendix D to 36 CFR part 1191 (the ADA and ABA Accessibility Guidelines). R307.6.3 Benches. R307.6.3.1 Clear Space for Wheelchairs at Benches. Where benches without tables are provided at a single location, at least 50 percent,but no fewer than one, shall provide clear space complying with R402 positioned at the end of the bench seat and located for shoulder-to-shoulder seating. R307.6.3.2 Benches. Where benches without tables are provided at a single location, at least 50 percent,but no fewer than one, shall have a seat 44 height at the front edge of 43 cm(17 in)minimum and 49 cm(19 in) maximum above the ground or floor space. dvisory R307.6.3.2 Benches. Benches will be most useful if they have full back support and armrests to assist in sitting and standing. R308 On-Street Parking R308.1 General. On-street parking spaces shall comply with R308. R308.2 Parallel Parking Spaces. R308.2.1 Wide Walkways. Where the width of the adjacent walkway exceeds 4.3 m(14 ft), an access aisle at least 1.5 m(5.0 ft)wide shall be provided at street level the full length of the parking space and shall connect to a pedestrian access route serving the space. The access aisle shall not encroach on the vehicular travel lane. Advisory R308.2.1 Wide Walkways. The walkway adjacent to an accessible parallel parking space should be free of obstructions such as signage,plantings, or equipment that would preclude deployment of a vehicle side-lift onto the access aisle or walkway. vehicle may park at the curb or at the parking lane boundary in order to locate the access aisle for individual use. R308.2.2 Narrow Walkways. An access aisle is not required where the width of the adjacent walkway is less than or equal to 4.3 m(14 ft). When an access aisle is not provided, the parking space shall be located at either end of the block face. dvisory R308.2.2 Narrow Walkways. An end-of-block space can be served by the curb ramps at the street crossing. R308.3 Perpendicular or Angled Parking Spaces. Where perpendicular or angled parking is provided, an access aisle 2.4 m(8.0 ft) wide minimum shall be provided at street level the full length of the parking space and shall connect to a pedestrian access route serving the space. Access aisles shall be marked so as to discourage parking in them. Advisory R308.3 Perpendicular or Angled Parking Spaces. All accessible angled and perpendicular on-street parking is treated as van parking with wide access aisles. In many cases, two spaces on either side of a single access aisle will satisfy scoping requirements. Where backing into the space (to locate the access aisle on the side needed) is not permitted, an access aisle for each accessible space should be provided. 45 R308.4 Curb Ramps or Blended Transitions. A curb ramp or blended transition complying with R303 shall connect the access aisle to the pedestrian access route. R308.5 Signs. Parking space identification signs shall include the International Symbol of Accessibility complying with R409.5.10. Signs shall be located at the head or foot of the parking space so as not to interfere with the operation of a side lift or a passenger side transfer. dvisory R308.5 Signs. Accessible parallel parking spaces located at the foot of a block can serve vans that have rear lifts or cars with scooter platforms. R308.6 Parking Meters. Where parking meters are provided,they shall comply with R308.6. Operable parts shall comply with R405. R308.6.1 Meters at Parking Spaces. A parking meter shall be located at the head or foot of a parallel parking space so as not to interfere with the operation of a side lift or a passenger side transfer. R308.6.2 Remote Meters. Where payment for parking in a space is included in a centralized collection box or paying station, the space shall be connected to the centralized collection point with a pedestrian access route. R308.6.3 Displays and Information. Displays and information shall be visible from a point located 1.0 m(3.3 ft) maximum above the center of the clear floor space in front of the meter. R309 Call Boxes R309.1 General. Call boxes shall comply with R309. Where provided, labeling shall comply with R409.2 and R409.3. dvisory R309.1 General. These provisions may be helpful in making other types of emergency communication devices accessible such as on street security phone systems. R309.2 Operable Parts. R309.2.1 Electronic Operation. Operable parts shall comply with R405. R309.2.2 Mechanical Operation. Operable parts shall comply with R404 and R405.2. Mechanically operated systems in which the signal is initiated by a lever pull shall be permitted to have an activating force of 53.4 N(12 lbs)maximum. R309.3 Edge Protection. Edge protection complying with R406.8 shall be provided where the use area at the call box is adjacent to an abrupt level change. 46 R309.4 Motor Vehicle Turnouts. Where provided, a motor vehicle turnout shall have a minimum paved area of 4.9 in(16 ft)wide minimum and 7.0 in(23 ft) long minimum and shall connect to the clear space at the call box with a pedestrian access route complying with R301. Where shoulder texturing is used, it shall be discontinued at the turnout. R309.5 Two-Way Communication. Where provided, two-way voice communication shall comply with R309.5, and with sections 708.2 and 708.3 of Appendix D to 36 CFR part 1191 (the ADA and ABA Accessibility Guidelines). R309.5.1 Volume Controls. Volume controls complying with section 704.3 of Appendix D to 36 CFR part 1191 (the ADA and ABA Accessibility Guidelines) shall be provided. R309.5.2 TTY. A TTY complying with section 704.4 of Appendix D to 36 CFR part 1191 (the ADA and ABA Accessibility Guidelines) shall be provided. CHAPTER R4: SUPPLEMENTARY TECHNICAL PROVISIONS R401 Protruding Objects R401.1 General. Protruding objects on sidewalks and other pedestrian circulation paths shall comply with R401 and shall not reduce the clear width required for pedestrian access routes. Advisory R401.1 General. Banners, awnings, tree branches, sidewalk sculpture, and temporary street or highway signs can become protruding objects ij not placed or maintained properly. R401.2 Protrusion Limits. Objects with leading edges more than 685 mm(27 in) and not more than 2 in(80 in) above the fmish surface or ground shall protrude 100 min(4 in) maximum horizontally into the pedestrian circulation path. R401.3 Post-Mounted Objects. Objects mounted on free-standing posts or pylons, 685 min(27 inches)minimum and 2030 min(80 inches) maximum above the fmish surface or ground, shall overhang circulation paths 100 min(4 inches)maximum beyond the post or pylon base measured 150 min(6 inches)minimum above the fmish surface or ground. Where a sign or other obstruction is mounted between posts or pylons and the clear distance between the posts or pylons is greater than 305 min (12 in),the lowest edge of such sign or obstruction shall be 685 min (27 in)maximum or 2 in(80 in)minimum above the fmish surface. R401.4 Reduced Vertical Clearance. Guardrails or other barriers shall be provided where the vertical clearance is less than 2 in(80 in)high. The leading edge of such 47 guardrail or barrier shall be located 685 mm(27 in)maximum above the finish surface or ground. R402 Clear Space R402.1 General. Clear space at accessible pedestrian signals (APS), street furniture, and operable parts shall comply with R402. R402.2 Surface Characteristics. Surfaces of clear spaces shall comply with R301.5 and shall have a slope and cross slope of 2 percent maximum. R402.3 Size. The clear space shall be 760 mm (30 in) minimum by 1220 min (48 in) minimum. R402.4 Knee and Toe Clearance. Unless otherwise specified, clear space shall be permitted to include knee and toe clearance complying with R403. R402.5.Position. Unless otherwise specified, clear space shall be positioned for either forward or parallel approach to an element. R402.6 Approach. One full unobstructed side of the clear space shall adjoin a pedestrian access route or adjoin another clear space. R402.7 Maneuvering Space. Where a clear space is located in an alcove or otherwise confined on all or part of three sides, additional maneuvering space shall be provided in accordance with R402.7.1 and R402.7.2. R402.7.1 Forward Approach. Alcoves shall be 915 mm(36 in) wide minimum where the depth exceeds 610 min (24 in). R402.7.2 Parallel Approach. Alcoves shall be 1525 min (60 in) wide minimum where the depth exceeds 380 min(15 in). R403 Knee and Toe Clearance R403.1 General. Where space beneath an element is included as part of clear space, the space shall comply with R403. Additional space shall not be prohibited beneath an element but shall not be considered as part of the clear space. Advisory R403.1 General. Clearances are measured in relation to the usable clear space, not necessarily to the vertical support for an element. When determining clearance under an object for required maneuvering space, care should be taken to ensure the space is clear of any obstructions. R403.2 Toe Clearance. 48 R403.2.1 General. Space under an element between the finish surface and 230 min(9 in) above the finish surface shall be considered toe clearance and shall comply with R403.2. R403.2.2 Maximum Depth. Toe clearance shall extend 635 mm(25 in) maximum under an element. R403.2.3 Minimum Required Depth. Where toe clearance is required at an element as part of a clear space, the toe clearance shall extend 430 min (17 in) minimum under the element. R403.2.4 Additional Clearance. Space extending more than 150 mm(6 in) beyond the available knee clearance at 230 min(9 in) above the finish surface shall not be considered toe clearance. R403.2.5 Width. Toe clearance shall be 760 min (30 in)wide minimum. R403.3 Knee Clearance. R403.3.1 General. Space under an element between 230 mm(9 in) and 685 mm (27 in) above the finish surface shall be considered knee clearance and shall comply with R403.3. R403.3.2 Maximum Depth. Knee clearance shall extend 635 min(25 in) maximum under an element at 230 mm(9 in) above the finish surface. R403.3.3 Minimum Required Depth. Where knee clearance is required under an element as part of a clear space,the knee clearance shall be 280 mm(11 in) deep minimum at 230 min(9 in) above the finish surface, and 205 mm(8 in) deep minimum at 685 mm(27 in) above the finish surface. R403.3.4 Clearance Reduction. Between 230 mm(9 in) and 685 nun(27 in) above the finish surface,the knee clearance shall be permitted to reduce at a rate of 25 mm(one inch) in depth for each 150 min(6 in) in height. R403.3.5 Width. Knee clearance shall be 760 mm(30 in)wide minimum. R404 Reach Ranges R404.1 General. Reach ranges shall comply with R404. R404.2 Forward Reach. R404.2.1 Unobstructed. Where a forward reach is unobstructed, the high forward reach shall be 1220 mm(48 in)maximum and the low forward reach shall be 380 mm(15 in)minimum above the finish surface. 49 R404.2.2 Obstructed High Reach. Where a high forward reach is over an obstruction, the clear space shall extend beneath the element for a distance not less than the required reach depth over the obstruction. The high forward reach shall be 1220 mm(48 in)maximum where the reach depth is 510 mm(20 in) maximum. Where the reach depth exceeds 510 mm(20 in), the high forward reach shall be 1120 mm(44 in)maximum and the reach depth shall be 635 mm (25 in)maximum. R404.3 Side Reach. R404.3.1 Unobstructed. Where a clear space allows a parallel approach to an element and the side reach is unobstructed, the high side reach shall be 1220 mm (48 in) maximum and the low side reach shall be 380 mm(15 in)minimum above the finish surface. An obstruction shall be permitted between the clear space and the element where the depth of the obstruction is 255 mm(10 in)maximum. R404.3.2 Obstructed High Reach. Where a clear space allows a parallel approach to an element and the high side reach is over an obstruction, the height of the obstruction shall be 865 mm(34 in)maximum and the depth of the obstruction shall be 610 mm(24 in)maximum. The high side reach shall be 1220 mm(48 in)maximum for a reach depth of 255 mm(10 in)maximum. Where the reach depth exceeds 266 mm(10 in), the high side reach shall be 1170 mm(46 in) maximum for a reach depth of 610 mm(24 in) maximum. R405 Operable Parts R405.1 General. Operable parts shall comply with R405. R405.2 Clear Space. A clear space complying with R402 shall be provided. R405.3 Height. Operable parts shall be placed within one or more of the reach ranges specified in R404. R405.4 Operation. Operable parts shall be operable with one hand and shall not require tight grasping,pinching, or twisting of the wrist. The force required to activate operable parts shall be 22 N (5 lbs)maximum. R406 Ramps R406.1 General. Ramps shall comply with R406. R406.2 Slope. Ramp runs shall have a running slope between 5 percent minimum and 8.3 percent maximum. dvisory R406.2 Slope. To accommodate the widest range of users,provide ramps with 50 the least possible running slope and, wherever possible, accompany ramps with stairs for use by those individuals for whom distance presents a greater barrier than steps,for example,people with heart disease or limited stamina. R406.3 Cross Slope. Cross slope of ramp runs shall be 2 percent maximum. R406.4 Surfaces. Ramp run surfaces shall comply with R301.5. R406.5 Rise. The rise for any ramp run shall be 76 cm(30 in) maximum. R406.6 Landings. Ramps shall have landings at the top and the bottom of each ramp run. Landings shall comply with R406.6. R406.6.1 Slope. Perpendicular and parallel ramp landing slopes shall be 2 percent maximum. R406.6.2 Width. The landing clear width shall be at least as wide as the widest ramp run leading to the landing. R406.6.3 Length. The landing clear length shall be 1.5 in(5.0 ft) long minimum. R406.6.4 Change in Direction. Ramps that change direction between runs at landings shall have a clear landing 1.5 in(5.0 ft)minimum by 1.5 in (5.0 ft) minimum. R406.7 Handrails. Ramp runs with a rise greater than 15 cm (6 in) shall have handrails complying with R408. R406.8 Edge Protection. Edge protection complying with R406.8.1 or R406.8.2 shall be provided on each side of ramp runs. Edge protection shall not be required on curb ramps and their landings. R406.8.1 Extended Ramp Surface.The surface of the ramp run or landing shall extend 31 cm(12 in)minimum beyond the inside face of a handrail complying with R408. dvisory R406.8.1 Extended Ramp Surface. The extended surface prevents wheelchair casters and crutch tips from slipping off the ramp surface. R406.8.2 Curb or Barrier. A curb or barrier shall be provided that prevents the passage of a 100 min(4 in) diameter sphere,where any portion of the sphere is within 100 min(4 in) of the ramp surface. R407 Stairways 51 R407.1 General. Stairways shall comply with R407. R407.2 Treads and Risers. All steps on a flight of stairs shall have uniform riser heights and uniform tread depths. Risers shall be 100 mm(4 in)high minimum and 180 mm(7 in) high maximum. Treads shall be 28 cm(11 in) deep minimum. R407.3 Open Risers. Open risers are not permitted. R407.4 Tread Surface. Stairway treads shall comply with R301.5. Stairway treads shall have a 51 mm(2 in)minimum wide strip that contrasts visually with the tread and riser. The strip shall be located at the front of each tread and run the full width of the tread. R407.5 Nosings. The radius of curvature at the leading edge of the tread shall be 13 mm (0.5 inch)maximum. Nosings that project beyond risers shall have the underside of the leading edge curved or beveled. Risers shall be permitted to slope under the tread at an angle of 30 degrees maximum from vertical. The permitted projection of the nosing shall extend 38 mm(1.5 in)maximum over the tread below. R407.6 Handrails. Stairs shall have handrails complying with R408. R408 Handrails R408.1 General. Handrails provided along walking surfaces complying with R301, required at ramps complying with R406, and required at stairs complying with R407 shall comply with R408. Advisory R408.1 General. Handrails are required on ramp runs with a rise greater than 150 mm (6 in) and on certain stairways. Handrails are not required on walking surfaces with running slopes less than 5 percent. However, if handrails are provided on walking surfaces with running slopes less than 5 percent, they must comply with R408. Sections R408.2, R408.3, and R408.10 do not apply to handrails provided on walking surfaces with running slopes less than 5 percent as those sections only reference requirements for ramps and stairs. R408.2 Where Required. Handrails shall be provided on both sides of stairs and ramps. R408.3 Continuity. Handrails shall be continuous within the full length of each stair flight or ramp run. Inside handrails on switchback or dogleg stairs and ramps shall be continuous between flights or runs. R408.4 Height. Top of gripping surfaces of handrails shall be 87 cm mm(34 in) minimum and 97 cm(38 in)maximum vertically above walking surfaces, stair nosings, and ramp surfaces. Handrails shall be at a consistent height above walking surfaces, stair nosings, and ramp surfaces. 52 R408.5 Clearance. Clearance between handrail gripping surfaces and adjacent surfaces shall be 38 mm(1.5 in) minimum. R408.6 Gripping Surface. Handrail gripping surfaces shall be continuous along their length and shall not be obstructed along their tops or sides. The bottoms of handrail gripping surfaces shall not be obstructed for more than 20 percent of their length. Where provided,horizontal projections shall occur 38 mm(1.5 in)minimum below the bottom of the handrail gripping surface. Advisory R408.6 Gripping Surface. People with disabilities, older people, and others benefit from continuous gripping surfaces that permit users to reach the fingers outward or downward to grasp the handrail. R408.7 Cross Section. Handrail gripping surfaces shall have a cross section complying with R408.7.1 or R408.7.2. R408.7.1 Circular Cross Section. Handrail gripping surfaces with a circular cross section shall have an outside diameter of 32 mm(1.25 in) minimum and 51 mm(2 in)maximum. R408.7.2 Non-Circular Cross Sections. Handrail gripping surfaces with a non- circular cross section shall have a perimeter dimension of 100 mm(4 in) minimum and 160 mm(6.25 in)maximum, and a cross-section dimension of 57 mm(2.25 in)maximum. R408.8 Surfaces. Handrail gripping surfaces and any surfaces adjacent to them shall be free of sharp or abrasive elements and shall have rounded edges. R408.9 Fittings. Handrails shall not rotate within their fittings. R408.10 Handrail Extensions. Handrail gripping surfaces shall extend beyond and in the same direction of stair flights and ramp runs in accordance with R408.10. Extensions shall not be required for continuous handrails at the inside turn of switchback or dogleg stairs and ramps. R408.10.1 Top and Bottom Extension at Ramps. Ramp handrails shall extend horizontally above the landing for 31 cm(12 in)minimum beyond the top and bottom of ramp runs. Extensions shall return to a wall, guard, or the landing surface, or shall be continuous to the handrail of an adjacent ramp run. R408.10.2 Top Extension at Stairways. At the top of a stair flight, handrails shall extend horizontally above the landing for 31 cm(12 in)minimum beginning directly above the first riser nosing. Extensions shall return to a wall, guard, or the landing surface, or shall be continuous to the handrail of an adjacent stair flight. 53 R408.10.3 Bottom Extension at Stairways. At the bottom of a stair flight, handrails shall extend at the slope of the stair flight for a horizontal distance at least equal to one tread depth beyond the last riser nosing. Extension shall return to a wall, guard, or the landing surface, or shall be continuous to the handrail of an adjacent stair flight. R409 Signs R409.1 General. Signs shall comply with R409. Where both visual and tactile characters are required, either one sign with both visual and tactile characters, or two separate signs, one with visual, and one with tactile characters, shall be provided. R409.2 Raised Characters. Raised characters shall comply with R409.2 and shall be duplicated in braille complying with R409.3. Raised characters shall be installed in accordance with R409.4. dvisory R409.2 Raised Characters. Signs that are designed to be read by touch should not have sharp or abrasive edges. R409.2.1 Depth. Raised characters shall be 0.8 mm (.03 in) minimum above their background. R409.2.2 Case. Characters shall be uppercase. R409.2.3 Style. Characters shall be sans serif. Characters shall not be italic, oblique, script,highly decorative, or of other unusual forms. R409.2.4 Character Proportions. Characters shall be selected from fonts where the width of the uppercase letter"O" is 55 percent minimum and 110 percent maximum of the height of the uppercase letter"I". R409.2.5 Character Height. Character height measured vertically from the baseline of the character shall be 16 mm(0.625 in)minimum and 51 mm(2 in) maximum based on the height of the uppercase letter"I". Where separate raised and visual characters with the same information are provided,raised character height shall be permitted to be 13 mm(0.5 in) minimum. R409.2.6 Stroke Thickness. Stroke thickness of the uppercase letter"I" shall be 15 percent maximum of the height of the character. R409.2.7 Character Spacing. Character spacing shall be measured between the two closest points of adjacent raised characters within a message, excluding word spaces. Where characters have rectangular cross sections, spacing between individual raised characters shall be 3.2 mm(0.125 in)minimum and 4 times the raised character stroke width maximum. Where characters have other cross sections, spacing between individual raised characters shall be 1.6 mm(.625 in) 54 minimum and 4 times the raised character stroke width maximum at the base of the cross sections, and 3.2 mm(0.125 in) minimum and 4 times the raised character stroke width maximum at the top of the cross sections. Characters shall be separated from raised borders and decorative elements 9.5 mm(.375 in) minimum. R409.2.8 Line Spacing. Spacing between the baselines of separate lines of raised characters within a message shall be 135 percent minimum and 170 percent maximum of the raised character height. R409.3 Braille. Braille shall be contracted(Grade 2) and shall comply with R409.3 and R409.4. R409.3.1 Dimensions and Capitalization. Braille dots shall have a domed or rounded shape and shall comply with Table R409.3.1. The indication of an uppercase letter or letters shall only be used before the first word of sentences, proper nouns and names, individual letters of the alphabet, initials, and acronyms. R409.3.1 Braille Dimensions Measurement Range Minimum in Millimeters Maximum in Millimeters 1.5 mm(0.059 in) Dot base diameter to 1.6 mm 0.063 in Distance between two dots in the same 2.3 mm(0.090 in) to cells 2.5 mm 0.100 in Distance between corresponding 6.1 mm(0.241 in) dots in adjacent cells to 7.6 mm 0.300 in 0.6 mm(0.025 in) Dot height to 0.9 mm 0.037 in Distance between corresponding dots 10 mm(0.395 in) from one cell directly below] 10.2 nun to 0.400 in 1. Measured center to center. R409.3.2 Position. Braille shall be positioned below the corresponding text. If text is multi-lined,braille shall be placed below the entire text. Braille shall be separated 9.5 mm(.375 in)minimum from any other tactile characters and 9.5 mm(.375 in)minimum from raised borders and decorative elements. Braille provided on elevator car controls shall be separated 4.8 mm(.1875 in)minimum and shall be located either directly below or adjacent to the corresponding raised characters or symbols. 55 R409.4 Installation Height and Location. Signs with tactile characters shall comply with R409.4. R409.4.1 Height Above Finish Floor or Ground. Tactile characters on signs shall be located 1.2 in(4.0 ft)minimum above the finish floor or ground surface, measured from the baseline of the lowest tactile character and 1.5 in(5.0 ft) maximum above the finish floor or ground surface, measured from the baseline of the highest tactile character. Tactile characters for elevator car controls shall not be required to comply with R409.4.1. R409.5 Visual Characters. Visual characters shall comply with R409.5. Where visual characters comply with R409.2 and are accompanied by braille complying with R409.3, they shall not be required to comply with R409.5.2 through R409.5.9. R409.5.1 Finish and Contrast. Characters and their background shall have a non-glare finish. Characters shall contrast with their background with either light characters on a dark background or dark characters on a light background. Advisory R409.S.1 Finish and Contrast. Signs are more legible for persons with low vision when characters contrast as much as possible with their background. Additional actors affecting the ease with which the text can be distinguished from its background include shadows cast by lighting sources, surface glare, and the uniformity of the text and its background colors and textures. R409.5.2 Case. Characters shall be uppercase or lowercase or a combination of both. R409.5.3 Style. Characters shall be conventional in form. Characters shall not be italic, oblique, script, highly decorative, or of other unusual forms. R409.5.4 Character Proportions. Characters shall be selected from fonts where the width of the uppercase letter"O" is 55 percent minimum and 110 percent maximum of the height of the uppercase letter"I". R409.5.5 Character Height. Minimum character height shall comply with Table R409.5.5. Viewing distance shall be measured as the horizontal distance between the character and an obstruction preventing further approach towards the sign. Character height shall be based on the uppercase letter"I". R409.5.5 Visual Character Height Height to Finish Floor Horizontal Viewing or Ground From Distance Minimum Character Height Baseline of Character 1.0 in(3.3 ft)to less less than 1.8 in 6 ft 16 min 0.625 in than or equal to 1.8 in 1.8 in 6 ft and 16 mm 0.625 in),plus 3.2 mm 0.125 56 (5.8 ft) greater in) per 0.3 m(one ft) of viewing distance above 1.8 m 6 ft less than 4.6 in (15 Greater than 1.8 m(5.8 ft) ft) 51 mm(2 in) to less than or equal to 46 m(15 51 mm(2 in), plus 3.2 mm(0.125 in) 3.0 m(10 ft) . and per 0.3 m(12 in) of viewing distance greaterr above 4.6 m 15 ft less than 6.4 m(21 75 mm(3 in) greater than ft 3.0 m(10 ft) 6.4 m(21 ft) and 75 mm(3 in),plus 3.2 mm(0.125 in) greater per 0.3 m(12 in)of viewing distance above 6.4 m 21 ft R409.5.6 Height from Finish Floor or Ground. Visual characters shall be 1.0 in(3.25 ft)minimum above the finish floor or ground. Visual characters indicating elevator car controls shall not be required to comply with R409.5.6. R409.5.7 Stroke Thickness. Stroke thickness of the uppercase letter"I" shall be 10 percent minimum and 30 percent maximum of the height of the character. R409.5.8 Character Spacing. Character spacing shall be measured between the two closest points of adjacent characters, excluding word spaces. Spacing between individual characters shall be 10 percent minimum and 35 percent maximum of character height. R409.5.9 Line Spacing. Spacing between the baselines of separate lines of characters within a message shall be 135 percent minimum and 170 percent maximum of the character height. R409.5.10 The International Symbol of Accessibility.The International Symbols of Accessibility shall comply with Figure 409.5.10. i 3 9 Figure R409.5.10 International Symbol of Accessibility 57 R410 Bus Stops R410.1 Bus Boarding and Alighting Areas. Bus boarding and alighting areas shall comply with R410. dvisory R410.1 Bus Boarding and Alighting Areas. At bus stops where a shelter is rovided, the bus stop pad can be located either within or outside of the shelter. R410.1.1 Surface. Bus stop boarding and alighting areas shall have a firm, stable, and slip resistant surface. R410.1.2 Dimensions. Bus stop boarding and alighting areas shall provide a clear length of 2.4 m(8.0 ft)minimum,measured perpendicular to the curb or vehicle street or highway edge, and a clear width of 1.5 m(5.0 ft) minimum, measured parallel to the vehicle street or highway. R410.1.3 Connection. Bus stop boarding and alighting areas shall be connected to streets, sidewalks, or pedestrian paths by a pedestrian access route complying with R301. R410.1.4 Grade. Parallel to the street or highway, the grade of the bus stop boarding and alighting area shall be the same as the street or highway, to the maximum extent practicable. Perpendicular to the street or highway, the grade of the bus stop boarding and alighting area shall not be steeper than 2 percent. R410.2 Bus Shelters. Bus shelters shall provide a minimum clear space complying with R402 entirely within the shelter. Bus shelters shall be connected by pedestrian access route complying with R301 to a boarding and alighting area complying with R410.1. R411 Doors,Doorways, and Gates R411.1 General. Doors, doorways, and gates that are part of a pedestrian access route shall comply with R411. Advisory R411.1 General. This section provides information on minimum width and maneuvering space requirements for doors, doorways, and gates. For additional requirements for accessible doors, doorways, and gates, see 36 CFR part 1191 Appendix D Section 404 (the ADA and ABA Accessibility Guidelines). R411.2 Manual Doors,Doorways, and Manual Gates. Manual doors and doorways and manual gates intended for user passage shall comply with R411.2. R411.2.1 Revolving Doors,Gates, and Turnstiles. Revolving doors, revolving gates, and turnstiles shall not be part of a pedestrian access route. 58 R411.2.2 Double-Leaf Doors and Gates. At least one of the active leaves of doorways with two leaves shall comply with R411.2.3 and R411.2.4. R411.2.3 Clear Width. Door openings shall provide a clear width of 82 cm(32 in) minimum. Clear openings of doorways with swinging doors shall be measured between the face of the door and the stop,with the door open 90 degrees. Openings more than 61 cm(24 in) deep shall provide a clear opening of 92 cm(36 in) minimum. There shall be no projections into the required clear opening width lower than 87 cm(34 in) above the finish floor or ground. Projections into the clear opening width between 87 cm(34 in) and 2 m(6.7 ft) above the finish floor or ground shall not exceed 100 mm(4 in). R411.2.4 Maneuvering Clearances. Minimum maneuvering clearances at doors and gates shall comply with R411.2.4. Maneuvering clearances shall extend the full width of the doorway and the required latch side or hinge side clearance. R411.2.4.1 Swinging Doors and Gates. Swinging doors and gates shall have maneuvering clearances complying with Table R411.2.4.1. R411.2.4.1 Maneuverin o,Clearances at Manual Swinging Doors and Gates Type of Use Minimum Maneuvering Clearance Approach Door or Perpendicular to Parallel to Doorway(beyond Direction Gate Side Doorway latch side unless noted From front Pull 153 cm 60 in 46 cm 18 in From front Push 122 cm 48 in 0 mm 0 in From hinge side Pull 153 cm 60 in 92 cm 36 in From hinge side Pull 137 cm 54 in 107 cm 42 in From hinge side Push 107 cm 42 in 56 cm 22 in From latch side Pull 122 cm 48 in 61 cm 24 in From latch side Push 107 cm 42 in 61 cm 24 in 1. Add 305 cm(12 in) if closer and latch are provided. 2. Add 150 mm(6 in) if closer and latch are provided. 3. Beyond hinge side. 4. Add 150 mm(6 in) if closer is provided. R411.2.4.2 Doorways without Doors or Gates,Sliding Doors, and Folding Doors. Doorways less than 92 cm(36 in)wide without doors or gates, sliding doors, or folding doors shall have maneuvering clearances complying with Table R411.2.4.2. R411.2.4.2 Maneuvering Clearances at Doorways without Doors or Gates, Manual Sliding Doors,and Manual Folding Doors Minimum Maneuvering Clearance Approach Perpendicular to Parallel to Doorway(beyond stop/latch Direction Doorway side unless noted From Front 122 cm 48 in 0 mm 0 in 59 From side 107 cm 42 in 0 mm 0 in From pocket/hinge 107 cm (42 in) 56 cm(22 in)Z side From stop/latch side 107 cm 42 in 61 cm 24 in 1. Doorway with no door only. 2. Beyond pocket/hinge side. R411.2.4.3 Recessed Doors and Gates. Maneuvering clearances for forward approach shall be provided when any obstruction within 46 cm (18 in) of the latch side of a doorway projects more than 205 mm(8 in) beyond the face of the door,measured perpendicular to the face of the door or gate. Advisory R411.2.4.3 Recessed Doors and Gates. A door can be recessed due to wall thickness or because of the placement of casework and other frayed elements adjacent to the doorway. This provision must be applied wherever doors are recessed. R411.2.4.4 Floor or Ground Surface. Floor or ground surface within required maneuvering clearances shall comply with R301.5. R411.2.5 Doors in Series and Gates in Series. The distance between two hinged or pivoted doors in series and gates in series shall be 1.2 m(48 in) minimum plus the width of doors or gates swinging into the space. R411.2.6 Door and Gate Hardware. Handles,pulls, latches, locks, and other operable parts on doors and gates shall comply with R405. Operable parts of such hardware shall be 87 cm (34 in) minimum and 122 cm(48 in)maximum above the fmish floor or ground. Where sliding doors are in the fully open position, operating hardware shall be exposed and usable from both sides. R412 Passenger Loading Zones R412.1 General. Passenger loading zones shall comply with R412. R412.2 Vehicle Pull-Up Space. Passenger loading zones shall provide a vehicular pull- up space 2.4 m(8 ft) wide minimum and 6.1 m(20 ft) long minimum. R412.3 Access Aisle. Passenger loading zones shall provide access aisles complying with R412 adjacent to the vehicle pull-up space.Access aisles shall adjoin a pedestrian access route and shall not overlap the vehicular way. R412.3.1 Width. Access aisles serving vehicle pull-up spaces shall be 1.5 m(5.0 ft)wide minimum. 60 R412.3.2 Length. Access aisles shall extend the full length of the vehicle pull-up spaces they serve. R412.3.3 Marking. Access aisles shall be marked so as to discourage parking in them. R412.4 Floor and Ground Surfaces. Access aisles serving vehicle pull-up spaces shall comply with R301.5. Access aisles shall be at the same level as the vehicle pull-up space they serve. R412.5 Vertical Clearance. Vehicle pull-up spaces, access aisles serving them, and a vehicular route to and from the passenger loading zone shall provide a vertical clearance of 3 m(9.5 ft)minimum. R413 Drinking Fountains R413.1 General. Drinking fountains shall comply with R401 and R413. R413.2 Clear Floor Space. Units shall have a clear space complying with R402 positioned for a forward approach and centered on the unit. Knee and toe clearance complying with R403 shall be provided. R413.3 Operable Parts. Operable parts shall comply with R405. R413.4 Spout Height. Spout outlets shall be 92 cm(36 in) maximum above the finish floor or ground. R413.5 Spout Location. The spout shall be located 38 cm(15 in)minimum from the vertical support and 125 mm(5 in)maximum from the front edge of the unit, including bumpers. R413.6 Water Flow. The spout shall provide a flow of water 100 mm(4 in) high minimum and shall be located 125 mm(5 in) maximum from the front of the unit. The angle of the water stream shall be measured horizontally relative to the front face of the unit. Where spouts are located less than 75 mm(3 in) of the front of the unit,the angle of the water stream shall be 30 degrees maximum. Where spouts are located between 75 mm(3 in) and 125 mm(5 in)maximum from the front of the unit, the angle of the water stream shall be 15 degrees maximum. Advisory R413.6 Water Flow. The purpose of requiring the drinking fountain spout to produce a flow of water 4 inches (100 mm) high minimum is so that a cup can be inserted tinder the flow of water to provide a drink of water for an individual who, because of a disability, would otherwise be incapable of using the drinking fountain. 61 R413.7 Drinking Fountains for Standing Persons. Spout outlets of drinking fountains for standing persons shall be 97 cm(38 in)minimum and 109 cm(43 in) maximum above the finish floor or ground. R414 Rail Platforms R414.1 General. Rail platforms shall comply with R414. In light rail, commuter rail, and intercity rail systems,platforms shall provide level-entry boarding where structurally and operationally practicable. R414.2 Slope. Rail platforms shall not exceed a slope of 2 percent in all directions. Where platforms serve vehicles operating on existing track or track laid in existing street or highway, the slope of the platform parallel to the track shall be permitted to be equal to the slope(grade) of the street or highway or existing track. R414.3 Detectable Warnings. Platform boarding edges not protected by platform screens or guards shall have detectable warnings complying with R304 along the full length of the public use area of the platform. R414.4 Platform and Vehicle Floor Coordination. Station platforms shall be positioned to coordinate with vehicles in accordance with the applicable requirements of 36 CFR part 1192 (ADA Accessibility Guidelines for Transportation Vehicles). Low- level platforms shall be 205 mm(8 in) minimum above top of rail. Where vehicles are boarded from sidewalks or street-level, low-level platforms shall be permitted to be less than 205 min (8 in). Advisory R414.4 Platform and Vehicle Floor Coordination. The height and position of a platform must be coordinated with the floor of the vehicles it serves to minimize the vertical and horizontal gaps, in accordance with the ADA Accessibility Cnuidelines for Transportation Vehicles (36 CFR part 1192). The vehicle guidelines, divided by bus, van, light rail, rapid rail, commuter rail, intercity rail, are available at wwmaccess- boardQov. The preferred alignment is a high plaform, level with the vehicle floor. In some cases, the vehicle guidelines permit use of a low pla form in conjunction with a lift or ramp. Most such low platforms must have a minimum height of eight inches above the top of the rail. Some vehicles are designed to be boarded from a street or the sidewalk along the street. The exception permits those boarding areas to be less than eight inches high. R415 Rail Station Signs R415.1 General. Rail station signs shall comply with R415. Advisory R415.1 General. Emerging technologies such as audible sign systems using infrared transmitters and receivers may provide greater accessibility in the transit environment than traditional braille and raised letter signs. The transmitters are placed 62 on or next to print signs and transmit their information to an infrared receiver that is held by a person. By scanning an area, the person will hear the sign. This means that signs can be placed well out of reach ofpedestrians, even on parapet walls and on walls beyond barriers. Additionally, such signs can be used to provide wayf nding information that cannot be efficiently conveyed on braille signs. R415.2 Entrances. Where signs identify a station or its entrance, at least one sign at each entrance shall comply with R409.2 and shall be placed in uniform locations to the maximum extent practicable. Where signs identify a station that has no defined entrance, at least one sign shall comply with R409.2 and shall be placed in a central location. Tactile signs shall not be required where audible signs are remotely transmitted to hand- held receivers, or are user-or proximity-actuated. R415.3 Routes and Destinations. Lists of stations, routes and destinations served by the station which are located on boarding areas,platforms, or mezzanines shall comply with R409.5. Signs covered by this requirement shall, to the maximum extent practicable,be placed in uniform locations within the system. Where sign space is limited, characters shall not be required to exceed 75 mm(3 in). At least one tactile sign identifying the specific station and complying with R409.2 shall be provided on each platform or boarding area. Tactile signs shall not be required where audible signs are remotely transmitted to hand-held receivers, or are user- or proximity-actuated. Route maps are not required to comply. R415.4 Station Names. Stations covered by this section shall have identification signs complying with R409.5. Signs shall be clearly visible and within the sight lines of standing and sitting passengers from within the vehicle on both sides when not obstructed by another vehicle. 63 �aF,srarg F Working with o s y you for a better J � Washington Heather Khan Stormwater Grants&Restoration Specialist Water Quality Program Department of Ecology Northwest Regional Office 425-649-7003 3190 160th Ave SE FAX 425-649-7098 Bellevue,WA 98008-5452 heather.khan@ecy.wa.gov ®_� 0 d Dept. N of Ecology Eastgate Way R R Exit 11 Exit I I y Sign-In Sheet HARRINGTON AVE NE GREEN CONNECTIONS STORMWATER IMPROVEMENT PROJECT Walk-and-talk 08/25/2013 Name Address Phone E-Mail Jv�i�� nz- �7�� fir► �' a�-5�S J ��:�bi��e��ah.z k�. azs) c� Page 1 of 2 ID)t d� YeeAv + �S(-AnS ! ' (b) Maintenance of Public Access Requir 'd: blic access facilities shall be maintained over the life of the use or development. Future"+i "ns by successors in interest or other parties shall not diminish the usefulneSs'% value o quired public access areas and associated improvements. t ,+ +it (c) Public Access Must be LegaUV corde blic access provisions on private land shall run with the land and be recorded v a legal inst lent such as an easement, or as a t dedication on the fate of a plat or short plat. Such legal ingt ments shall be recorded prior to thetime of building occupancy or plat recordation whichemes first. _,.1 ..�.w `a(d) Maintenance ResponsibilityhlVlaintenan f the public access facility shall be'th'e responsibility of the owner unless otherwise accepte)by a public or non-profit agency through a formal recorded agreement. r • ( j Hours of Access: Public acc s facilitiet all be available to the public 24 s hours per day unlesss an alternate arrangement is g aannted though the initial shoreline permitting process for the project. Change in access hours proposed after initial permit 1111.4 approval shall be processed as a shoreline �ofi?�itional use. .:�'=��. (f) Signage Required:The standard state-approved logo or other approved signs that indicate the public's right of access d hours of access shall be installed and maintained c by the owner. Such signs shall be post'trt"itcflnspicuous locations at public access sites and at the nearest connection to an off-site public ri ht of way. Exhibit D- 37 i �► 0 ORDINANCE NO. 5616 CITY OF RENTON,WASHINGTON F. The Comprehensive Plan and Planned Action EIS identify the location,type and ORDINANCE NO. 5610 amount of development that is contemplated by the Planned Action; AN ORDINANCE OF THE CITY OF RENTON, WASHINGTON, ESTABLISHING A G. Future projects that are implemented consistent with the Planned Action will PLANNED ACTION FOR THE SUNSET AREA PURSUANT TO THE STATE ENVIRONMENTAL POLICY ACT. protect the environment,benefit the public and enhance economic development; THE CITY COUNCIL OF THE CITY OF RENTON, WASHINGTON, DOES ORDAIN AS H. The City has provided numerous opportunities for meaningful public FOLLOWS: involvement in the proposed Planned Action,has considered all comments received,and,as SECTION 1. Findings.The Council finds as follows: appropriate,has modified the proposal or mitigation measures in response to comments; A. The City is subject to the requirements of the Growth Management Act,RCW 1. The Sunset Area Planned Action is not an essential public facility as defined by 36.70A("GMA")and is located within an Urban Growth Area; RCW 36.70A.200(1); B. The City has adopted a Comprehensive Plan complying with the GMA,and is J. The Planned Action area applies to a defined area that is smaller than the overall amending the Comprehensive Plan to address transportation improvements and capital City boundaries;and facilities specific to the Sunset Area; K. Public services and facilities are adequate to serve the proposed Planned Action. C. The City has adopted a Community Investment Strategy, development SECTION II. Procedures and Criteria for Evaluating and Determining Projects as regulations and design guidelines specific to the Sunset Area which will guide growth and Planned Actions. revitalization ofthe area,includingthe Sunset Terrace public housing project; A. Planned Action Area. The Planned Action designation shall apply to the area D. The City has prepared an EIS for the Sunset Area, and the EIS adequately shown in Attachment A. addresses the probable significant environmental impacts associated with the type and amount B. Environmental Document. A Planned Action determination for a site-specific of development planned to occur in the designated Planned Action area; implementing project application shall be based on the environmental analysis contained in the E. The mitigation measures identified in the Planned Action EIS and attached to this Draft EIS issued by the City on December 17,2010,and the Final EIS published on April 1,2011. ordinance as Attachment B, together with adopted City development regulations, will The Draft and Final EISs shall comprise the Planned Action EIS. The mitigation measures adequately mitigate significant impacts from development within the Planned Action area; contained in Attachment B are based upon the findings of the Planned Action EIS and shall, 1 2 ORDINANCE NO. 5610 ORDINANCE NO. 5610 along with adopted City regulations,provide the framework that the City will use to impose (2) Development Thresholds. appropriate conditions on qualifying Planned Action projects. (a) The following amount of various new land uses are anticipated by C. Planned Action Designated. Land uses and activities described in the Planned the Planned Action: Action EIS,subject to the thresholds described in subsection II.D and the mitigation measures Land Use Development Amount Alternative 3 HIS Preferred Alt contained in Attachment B, are designated Planned Actions or Planned Action Projects Residential 2,506 units 2,339 units Schools 57,010 gross square feet 57,010 gross square feet pursuant to RCW 43.21C.031. A development application for a site-specific Planned Action Parks 0.25 acres 3 acres Office/Service 776,805 gross square 745,810 gross square project located within the Sunset Area shall be designated a Planned Action if it meets the feet feet Retail 476,299 gross square 457,119 gross square criteria set forth in subsection II.D of this ordinance and applicable laws,codes,development feet feet regulations and standards of the City. (b) The following infrastructure and utilities are considered planned D. Planned Action Qualifications. The following thresholds shall be used to actions: roadways,water,wastewater,and stormwater facilities identified and studied in the determine if a site-specific development proposed within the Sunset Area is contemplated by EIS. the Planned Action and has had its environmental impacts evaluated in the Planned Action EIS: (c) Shifting development amounts between categories of uses may (1) Land Use. be permitted so long as the total build-out does not exceed the aggregate amount of (a) The following general categories/types of land uses are development and trip generation reviewed in the EIS, and so long as the impacts of that considered Planned Actions: Single family and multi-family residential; schools; parks; development have been identified in the Planned Action EIS and are mitigated consistent with community and public facilities; office and conference; retail; entertainment and recreation; Attachment B. services; utilities; and mixed-use development incorporating more than one use category (d) If future development proposals in the Planned Action area where permitted. exceed the development thresholds specified in this ordinance,further environmental review (b) Individual land uses considered as Planned Actions shall include may be required pursuant to WAC 197-11-172. Further,if proposed development would alter those uses specifically listed in RMC 4-2-060 as permitted or conditionally permitted in the the assumptions and analysis in the Planned Action EIS,further environmental review may be zoning classifications applied to properties within the Planned Action area provided they are required. consistent with the general categories/types of land uses in(1)(a). 3 4 ORDINANCE NO. 5610 ORDINANCE NO. 5610 (3) Transportation-Trip Ranges and Thresholds. The number of new PM (c) The proposal is within the Planned Action thresholds and other Peak Hour Trips anticipated in the Planned Action area and reviewed in the EIS are as follows: criteria of subsection II.D of this ordinance; Alternative/Period PM Peak Hour Trips' _ (d) The proposal is consistent with the City of Renton Comprehensive 2006 2,082 trips 2030 Alternative 3 5,555 trips Plan and applicable zoning regulations; 2030 Preferred Alt 5,386 trips Net increase from 2006->2030 3,473 trips (e) The proposal's significant adverse environmental impacts have Alternative 3 Net increase from 2006->2030 Preferred 3,304 trips been identified in the Planned Action EIS; Alternative (f) The proposal's significant impacts have been mitigated by *all P.M. peak hour trips with at least one end(origin,destination,or both)in TAZs application of the measures identified in Attachment B,and other applicable City regulations, containing the study area together with any modifications or variances or special permits that may be required; Uses or activities that would exceed the range of maximum trip levels will require (g) The proposal complies with all applicable local, state and/or additional SEPA review. federal laws and regulations,and the Environmental Review Committee determines that these (4) Changed Conditions. Should environmental conditions change constitute adequate mitigation; and significantly from those analyzed in the Planned Action EIS,the City's SEPA Responsible Official (h) The proposal is not an essential public facility as defined by RCW may determine that the Planned Action designation is no longer applicable until supplemental 36.70A.200(1). environmental review is conducted. (2) The City shall base its decision on review of a SEPA checklist, or an E. Planned Action Review Criteria. alternative form approved by the Department of Ecology,and review of the application and (1) The City's Environmental Review Committee may designate as"planned supporting documentation. actions",pursuant to RCW 43.21C.03O,applications that meet all of the following conditions: (3) A proposal that meets the criteria of this section shall be considered to (a) The proposal is located within the Planned Action area identified qualify and be designated as a planned action, consistent with the requirements of RCW in Attachment A of this ordinance; 43.21C.030,WAC 197-11-164 et seq,and this ordinance. (b) The proposed uses and activities are consistent with those F. Effect of Planned Action. described in the Planned Action EIS and subsection 11.1)of this ordinance; 5 6 ORDINANCE NO.5610 ORDINANCE NO. 5610 (1) Designation as a planned action project means that a qualifying proposal procedure consistent with the City's SEPA regulations and the requirements of state law. The has been reviewed in accordance with this ordinance and found to be consistent with its notice shall describe the elements of the application that result in failure to qualify as a Planned development parameters and thresholds,and with the environmental analysis contained in the Action. Planned Action EIS. (4) Projects that fail to qualify as Planned Actions may incorporate or (2) Upon determination by the City's Environmental Review Committee that otherwise use relevant elements of the Planned Action EIS, as well as other relevant SEPA the proposal meets the criteria of subsection II.D and qualifies as a planned action,the proposal documents,to meet their SEPA requirements. The Environmental Review Committee may limit shall not require a SEPA threshold determination,preparation of an EIS,or be subject to further the scope of SEPA review for the non-qualifying project to those issues and environmental review pursuant to SEPA. impacts not previously addressed in the Planned Action EIS. G. Planned Action Permit Process. Applications for planned actions shall be SECTION III. Monitoring and Review. reviewed pursuant to the following process: A. The City shall monitor the progress of development in the designated Planned (1) If the project is determined to qualify as a Planned Action, it shall Action area to ensure that it is consistent with the assumptions of this ordinance and the proceed in accordance with the applicable permit review procedures specified in RMC 4-8-08OG Planned Action EIS regarding the type and amount of development and associated impacts,and and 4-9,except that no SEPA threshold determination,EIS or additional SEPA review shall be with the mitigation measures and improvements planned for the Sunset Area. required. The decision of the Environmental Review Committee regarding qualification as a B. This Planned Action ordinance shall be reviewed no later than five(5)years from Planned Action shall be final. its effective date by the Environmental Review Committee to determine the continuing (2) Public notice and review for projects that qualify as Planned Actions shall relevance of its assumptions and findings with respect to environmental conditions in the be tied to the underlying permit. The review process for the underlying permit shall be as Planned Action area,the impacts of development,and required mitigation measures. Based provided in RMC 4-8-080G and 4-9.If notice is otherwise required for the underlying permit, upon this review,the City may propose amendments to this ordinance and/or may supplement the notice shall state that the project has qualified as a Planned Action. If notice is not or revise the Planned Action EIS. otherwise required for the underlying permit,no special notice is required by this ordinance. C. At the following time periods,the City shall evaluate the overall sustainability of (3) If a project is determined to not qualify as a Planned Action, the the Sunset Area Planned Action area defined in Attachment A consistent with Final EIS Environmental Review Committee shall so notify the applicant and prescribe a SEPA review 7 8 ORDINANCE NO.5610 ORDINANCE NO. 5610 Appendix A review of Goals and Objectives and LEED-ND qualitative evaluation, or an provisions of this ordinance shall control except that the provision of any Uniform Code shall equivalent approach: supersede. (1) At the time of the five(5)-year review in subsection IV.B above. SECTION V. Severability. Should any section, subsection, paragraph, sentence, (2) At the time of a NEPA re-evaluation pursuant to 24 CFR Part 58.53. clause or phrase of this ordinance or its application be declared to be unconstitutional or invalid D. The City shall conduct a Greenroads evaluation or its equivalent at the time the by a court of competent jurisdiction, such decision shall not affect the constitutionality or NE Sunset Boulevard design is at the 30%design level and at the 60%design level. validity of the remaining portions of this ordinance or its application to any other person or E. The City shall review the Potential Sunset Terrace Redevelopment Subarea at the situation. time of the five(5)-year review in subsection 111.E in relation to the following evaluation criteria: SECTION VI. Effective Date. This ordinance,being an exercise of a power specifically (1) Contribution of final conceptual designs to 2030 Regional Vehicle Miles delegated to the City legislative body,is not subject to referendum,and shall take effect five(5) Travelled(VMT)consistent with Final EIS Table 3.2-4,Sunset Terrace Redevelopment Subarea days after its passage,approval and publication as provided by law. Contribution to Forecast 2030 Regional VMT. PASSED BY THE CITY COUNCIL this 13thday of June 2011. (2) Changes in land use and population growth and resulting greenhouse gas emissions of final conceptual designs compared to Tables 3.2-5 and 3.2-6 of the Final EIS,titled Bonnie 1.Walton,City Clerk respectively Assumed Land Use and Population Growth for Greenhouse Gas Emission APPROVED BY THE MAYOR this 13th day of June 2011. Calculations—Potential Sunset Terrace Redevelopment Subarea and Comparison of Greenhouse Gas Emissions—Potential Sunset Terrace Redevelopment Subarea. A� (3) Change in effective impervious area for Sunset Terrace Redevelopment Denis Law,Mayor Subarea compared with Final EIS Preferred Alternative and Alternative 3 which resulted In a Approved as to form: " decrease of approximately 0.51 acre(11%)to 1.07 acres(23%)compared to existing conditions per Table 7 of the Planned Action ordinance Attachment B. Lawrence J.Warren,City Attorney r SECTION IV. Conflict. In the event of a conflict between this ordinance or any d. Date of Publication: 6/17/2011 (summary) mitigation measure imposed thereto, and any ordinance or regulation of the City, the ORD.1705:5/13/11:scr 9 10 ORDINANCE NO. 5610 ORDINANCE NO.5610 ;city Limits � .NE}215NST� }�8i t� RA91RAS1 it ti+y. Planned Action Study Area �y2l�ISTf 9rmy iA �� R Subarea. - s! „2 _ g z NE215TIT Attachment B: Sunset Area Community Planned Action Central �I N ���T[' ��ti° � EIS Mitigation Measures Nord,_ �" �IRlC. NgrA g South x Sunset Mixed Use `+-'':NEr19TH S-7 - a. R�� Table of Contents Potential Sunset ► I, a�q}•xr Introduction and Purpose......................................................................................................................3 Terrace Redevelopment @' :d�tlty'� yc I¢ aaJaQts SEPATerms.............................................................................................................................................3 �� r�r^� 2 z s -NE 17•TH�PL N �w13 General Interpretation..........................................................................................................................3 esY •ASS °w•T- a A 6CNE117 H.tibt Y Summary of Proposal,Alternatives,and Land Capacity........................................................................4 w Nt15THft --' �, '• � Proposal and Alternatives................................................................................................................4 � W i � "'G Baca.- Land Capacity. 4 fia j > aal�tc�'T aH�I�. - N _ Wi orcLLw NEl`1 5THiPL t x Location................... ............................................................................................................................5 Mitigation Document 5 ME NE 14TM ST 5TN�ET Earth 6ht_s � aRkiF J'AJ=C AE13'HP F ....:, 2. Air Quality...........................................................................................................................8 ..trt�®gl� � jj E1�ZN a �o 3. Water Resources...............................................................................................................14 >!I lx t .;.atiltEl yNEt3TH1sT :��'F�! �!t ���� .z� �leiij � . .F.A� @� 4. Plants and Animals............................................................................................................17 eF1t !9 nE!1�Hrsr 5. Energy..............................................................................................................................19 cs Z : Q T 6. Noise................................................................................................................................22 5 �J59a:C 7. Environmental Health.....................................................................................................24 $ n a 0 �kt/ Iffi NEyP�K ,':iJtr,'. 71a! ,tti'�• o 2`v ° i;a '. 3D 1lINmEttitiCHPI:.'�-. 8. Land Use............................................................................................................................27 Egg N'NEtir1rnrs�r 9. Socioeconomics................................................................................................................29 $� 10. Housing.............................................................................................................................31 '�:, Y NE lOTH PLC JG9iGtl1`J d _ 'a.�� tlrt 1Yslf3u4t� .W`7 11. Environmental Justice......................................................................................................33 V ...� a te..2 I: �i a 1 'tr.. m 4Q 3 �,,H _� -.,. 3 i� 12. Aesthetics 35 P.4�err 6 Ctn.-.t.�,W to 3,4'P o F.55 t�i.4� + > ................... .......................................................................................... 3NE�lOTH�PIPN $':Z rr .� l- �Wt4L j���dJiif6a,m4. 2�a h m rY ��J a` 13. Historic/Cultural................................................................................................................38 N : ,..;. ST^.t+t 'Y�ab..1t�t� .9bjr-e ate. 1TIV +q s o, ,. �E' w w� 14. Transportation..................................................................................................................41 94 iLtlHS1�,MosaW !pw�ci3e�c7�ii 15. Parks and Recreation........................................................................................................45 P rIbp, W. W� �f�R �Sykc'! GacY W ON -z a 1114-Tttsr z l NE19TH!P,L Al ,• z W W t >at 5,*ElgwQiA � 16: Public Services...................................................................................................................47 Sw© r�tq'a -'v .>-_L 't s two • ra I� i�'.wa Rp :g un �'�n >a t'SSAisMrh�tRF! G�'i*J�ilC! Utilities............................................................................................................................. 17 53 ' 3¢+�tN L.:lrll !?`d ' .R� .5G i RY OE9TH'ST 31 NH9TMISTtif Y L�ifg .w fJi($ 3 Z,_— notE'..."R +ANN&TV Advisory Notes....................................................................................................................................58 '4X grffef*N� zk� W z z �r Attachment 1:Draft EIS,Cultural Resources Appendix J,Plan and Procedures for Dealin F81t9iQ " � r vW ._gg y� Ta m:�z ct�nt I '.sue:'' PP s 3R rdJ sGi S_NE!STH'PL w1114>:ja� }, �is. —Ly E '¢,S a !Mr t,'y s .aaet I$Lf6�1� z t yx(r�q a [r,�'CF,.rrA s c rK' 2a01/ with the Unanticipated Discovery.........................................._............................................................59 NEcr}tsT aw �' �True,�I "."4 t; 'Z., ;] Fp1�47s � �Ex =` ifs ~ 8 d ti�aa ,'ems xt�N,- yg x � e3�£'��tli5la�� Attachment 2:Figure 3.17-1 Potential Subarea Utility Improvements and Phasing........................61 wla �� �kP 8 'b 1i aa`aoN t` a Fs Water.................................................................................................................................................62 Overview................. ....... 62 ....... ......................................................................................................... s i9fE� �+"+"4zyk �r rn u t z i I _� NEa`?`��'•'x ry `E� s �'tu NEs,'� z, �.: a' Edmonds Glenwood Phase 1................... ..................................................................... ............ rR.� H P( ta7 ,yF' - j 'LetYe � y K� .^ANEL7THISTif' , N �7crh r��® N -.. �ik7 RIS�, New library.................................................................. ............. ..............................62 sal ¢i y `n „q _ xr„ m} _ i�,r:,�� 'typ New Mixed-Use Building Adjacent to New Library.................................................. .................63 so .urvornamm�.K �tyr.,t " ct5r..' a:�f'Ei�'g 2 ''" •+�''q . � 1C �53�k RHA's Piha Site...............................................................................................................................63 9 CRC'tY e! .P, t4 ?ym 1 i,. .7 T+7NE 7THIPL't9'.. . �— Attachment A �� Planned Action Study Area Punned Action Ordiwnm 1 Attrt nte:mnisatb Domm ' rz z..z F Sunset Area Community Planned Action Final NEPA/SEPA EIS ORDINANCE NO.5610 ORDINANCE NO.5610 Sunset Terrace Redevelopment.....................................................................................................64 Edmonds-Glenwood Phase 2.........................................................................................................64 Water Main Costs..........................................................................................................................65 Introduction and Purpose Wastewater Collection.........................................................................................................................6S The State Environmental Policy Act(SEPA)requires environmental review for project and non- Overview........................................................................................................................................6S project proposals that are likely to have adverse impacts upon the environment In order to meet Detailed Discussion........................................................................................................................65 National Environmental Policy Act(NEPA)and SEPA requirements,the City of Renton issued the List of Tables Draft Environmental Impact Statement(DEIS)far the City of Renton SunsetArea Community Planned Table 1. Summary of Land Capacity-Planned Action Alternatives......._.................„.......................5 Action on December 17,2010 and the Final EnvironmentallmpactStatement(FEIS)for the City of Table 2. Earth Significant Impacts_._........_._.............................. .................6 Renton Sunset Area Community Planned Action on April 1,2011.The Draft together with the Final Table 3. Earth Mitigation Measures.....„..............._._..._......... ...........7 EIS is referenced herein as the"EIS".The EIS has identified significant beneficial and adverse Table 4. Air Quality Significant Impacts....................................................................__......._.......__..._..........8 impacts that are anticipated to occur with the future development of the Planned Action area, Table S. Air Quality Mitigation Measures................................................._......_..........................................I I together with a number of possible measures to mitigate those significant adverse impacts. Table 6. Potential Greenhouse Gas Reduction Measures....................................................................12 --Table 7. Water Resources Significant Impacts.....................................................................: The purpose of this Mitigation Document is to establish specific mitigation measures,based upon Table B. Plants and Animals Significant Impacts_...„_......................._._...................................................17 significant adverse impacts identified in the EIS.The mitigation measures shall apply to future Table 9. Energy Significant Impacts.................................. .......................................................19 development proposals which are consistent with the Planned Action scenarios reviewed in the EIS, Table 10. Energy Mitigation Measures................._................. ..........21 and which are located within the Renton Sunset Area Community Planned Action Study Area(see Table 11. Noise Significant Impacts................................. .....22 Attachment A). Table12. Noise Mitigation Measures................................................................................._......_..................23 Table 13. Environmental Health Impacts.......................................................................................................24 Table14. Environmental Health Mitigation Measures.............._........................._....................................25 SEPA Terms Table15. Land Use Impacts...................................._................._........._........................................................27 Table 16. Land Use Mitigation Measures.............................................._..........................................28 As used in this document,the words action,planned action,or proposal are defined as described below. Table 17. Socloeconomics Impacts............__......_...................._..._..............„...................._......................29 • "Action"means projects or programs Table 18. Socioeconomics Mitigation Measures..........................__...._..._.............._......._.........................31 P I p grams financed,licensed,regulated,conducted or approved by a Table 19. Housing Impacts............................................................................................_.......................................31 - governmental Agency."Project actions"involve decisions on a specific project such as a Table20. Housing Mitigation Measures......................._...„. .........33 construction or management activity for a defined geographic area."Non-project"actions Table 21. Environmental justice Impacts......................... ...............................................33 involve decisions about policies,plans or programs.(see WAC 197-11-704) Table 22. Environmental justice Mitigation Measures..._._......._........._.__.................._.........................3S • "Planned Action"refers to types of project actions that are designated by ordinance for a specific Table 23. Aesthetic Impacts....._......_...................._............_......_................._..._............_.....„......._.................35 geographic area and addressed in an EIS,in conjunction with a comprehensive plan or subarea Table 24. Aesthetic Mitigation Measures.............................._.................„..._._.............................................37 plan,a fully contained community,a master planned resort,a master planned development or Table 25. Historic/Cultural Impacts................................................_................._......».........„......_......_...._.._38 - phased project(see WAC 197-11-164) Table 26. Historic/Cultural Mitigation Measures......................................................................................39 Table 27. Transportation Impacts......................„............_..._......_.....................................„............................41 • "Proposal"means a proposed action that may be an action and regulatory decision of an agency, Table 28. Transportation Mitigation Measures.........._.........................................................................43 or any action proposed by applicants.(see WAC 197-11-784) Table 29. Parks and Recreation Impacts._................_....._._._.__......_._.............._._.._._........._._......_.......45 Table 30. Parks and Recreation Mitigation Measures..........._.._._._..._......._................................46 Table31. Public Services Impacts..............................................._........_._._........._......_............................._.47 General Interpretation Table 32. Public Services Mitigation Measures.............................................................._..........................51 Table 33. Utilities Impacts....................................................................................__..............................................53 Where a mitigation measure includes the words"shall"or'w81,"inclusion of that measure in project Table 34. Utilities Mitigation Measures_......._._..._...................._.................................................................55 plans is mandatory in order to qualify a project as a Planned Action.Where'should"or"would" appear,the mitigation measure may be considered by the project applicant as a source of additional mitigation,as feasible or necessary,to ensure that a project qualifies as a Planned Action. Unless stated specifically otherwise,the mitigation measures that require preparation of plans, conduct of studies,construction of improvements,conduct of maintenance activities,etc,are the responsibility of the applicant or designee to fund and/or perform. Planned Action ordinance 2 A¢erhment ie Mi w-Doeument Plan-d Action Ordinance 3 Attachment a:MNaatbn Document ORDINANCE NO.5610 ORDINANCE NO.5610 Summary of Proposal,Alternatives, and land Capacity Alternative 1 assumes that about 16%(35 acres)of the 213 net acres of Planned Action Study Area parcels would infill or redevelop. Proposal and Alternatives • Alternative 2 assumes that about 32%(68 acres)of the Planned Action Study Area parcels would infill or redevelop. The proposal is to redevelop the Sunset Terrace public housing community and promote associated • Alternative 3 assumes that approximately 40%(84 acres)of the Planned Action Study Area neighborhood growth and revitalization as part of a Planned Action.Redevelopment of the public parcels would infill or redevelop. housing community and adoption of a Planned Action Ordinance would encourage redevelopment in the Planned Action Study Area through land use transformation and growth,public service and • The Preferred Alternative assumes that approximately 40%(84 acres)of the Planned Action infrastructure improvements,and a streamlined environmental review process.The Renton Study Area parcels would infill or redevelop. Housing Authority(RHA)is the proponent of the proposal's primary development action, The latter two alternatives-Alternative 3 and the Preferred Alternative which is similar-represent redevelopment of the existing Sunset Terrace public housing community;however,RHA would the higher growth levels studied in the EIS and differ by about 7%;these two alternatives are likely redevelop the property in partnership with other public and private non-profit and for-profit considered for the purposes of this mitigation document to be the"Planned Action Alternatives." developers and agencies.The City of Renton(City)is responsible for public service and This mitigation document is based on the range of growth considered in the Planned Action infrastructure improvements for Sunset Terrace and the broader Sunset Area Community Alternatives.More details on the components of the alternatives can be found in Final EIS Chapter 2. neighborhood,is the agency responsible for streamlining local permitting and environmental review through this Planned Action,and is the agency that would regulate private neighborhood Table 1. Summary of land capacity—Planned Action Alternatives redevelopment in accordance with its Comprehensive Plan and development regulations. Net New Growth The City analyzed three alternatives(Alternatives 1,2,and 3)as part of the Draft EIS to determine its Preferred Alternative.The Preferred Alternative is evaluated in the Final EIS.All four alternatives Dwelling Units/Jobs Alternative 3 Preferred Alternative are described below. Dwelling units 2,506 2,339 Population 5,789 5,403 Alternative 1(No Action).RHA would develop affordable housing on two vacant properties,but it Employment SF 1,310,113 1,247,444-1,259,944 would not redevelop the Sunset Terrace public housing property.Very limited public investment Jobs 3,330 3,154-3,192 would be implemented by the City,resulting in lesser redevelopment across the Planned Action Study Area A Planned Action would not be designated.The No Action Alternative is required to be studied under NEPA and SEPA Location Alternative 2.This alternative represents a moderate level of growth in the Planned Action Study Area based on investment in mixed-income housing and mixed uses in the Potential Sunset Terrace The Sunset Terrace public housing community is generally bounded by Sunset lane NE and Redevelopment Subarea,targeted infrastructure and public services throughout the Planned Action Glenwood Avenue NE on the north,NE 10th Street on the east,NE Sunset Boulevard(State Route Study Area,and adoption of a Planned Action Ordinance. [SR]900)on the south,and Edmonds Avenue NE on the west See Attachment A of the Planned Action Ordinance. Alternative 3.This alternative represents the highest level of growth in the Planned Action Study Area,based on investment in the Potential Sunset Terrace Redevelopment Subarea with a greater The Sunset Terrace public housing community is part of the Sunset Area Community neighborhood. number dwellings developed in amixed-income,mixed-use style,major public investment in study This broader neighborhood is the Planned Action Study Area considered in the EIS;it is generally area infrastructure and services,and adoption of a Planned Action Ordinance. bounded by NE 21st Street on the north,Monroe Avenue NE on the east,NE 7th Street on the south, and Edmonds Avenue NE.See Attachment A of the Planned Action Ordinance. Preferred Alternative.This alternative represents neighborhood growth similar to and slightly less than Alternative 3 in the Planned Action Study Area,based on investment in the Potential Sunset Terrace Redevelopment Subarea with a moderate number dwellings developed in a mixed-income, Mitigation Document mixed-use style oriented around a larger park space and loop road,major public investment in study area infrastructure and services,and adoption of a Planned Action Ordinance. Based on the EIS,this Mitigation Document identifies significant adverse environmental impacts that are anticipated to occur as a result of development of planned action projects.Mitigation Land Capacity measures identified in the EIS are reiterated here for inclusion in proposed projects to mitigate related impacts and to qualify as Planned Action projects. To determine future growth scenarios for the next 20 years,a land capacity analysis was prepared. The alternatives produce different future growth estimates.Each would affect different amounts of Consistency review under the Planned Action,development plan review,and other permit approvals property. will be required for specific development actions under the Proposed Action pursuant to WAC 197- Planned Action Ordinance 4 Anadimmt B:Mft ab Uocunent Planned Action Ordinance 5 anach Yn B:M)4,6,n Document t t • ------------ ORDINANCE NO.5610 ORDINANCE NO.5610 11-172.Additional project conditions may be imposed on planned action projects based upon the Potential Sunset Terrace analysis ofthe proposal in relationship to independent requirements ofthe City,state or federal Type of Impact Planned Action Study area Redevelopment Subarea requirements or review criteria. due to soil disturbance,changing and thus a low potential for impacts. drainage,or temporarily Any applicant for a project within the Planned Action area may propose alternative mitigation oversteepening slopes.However,a measures,if appropriate and/or as a result of changed circumstances,in order to allow equivalent relatively small proportion of the study substitute mitigation for identified impacts.Such modifications shall be evaluated by the City's SEPA area is considered either steep slope or Responsible Official prior to any project approvals by the City. erosion hazard.Both the glacial outwash and till soils are generally In combination,regulations applicable to each element of the environment and mitigation measures strong and oflow concern regarding identified in the EIS and documented in this Mitigation Document that are applied to any planned slope instability. action proposal will adequately mitigate all significant environmental impacts associated with Operations Active seismicity in the Planned Action Same as Planned Action Study Area planned action proposals,except for those impacts that are identified as'significant unavoidable Study Area would require that inhabited structures,including adverse Impacts." buildings,bridges,and water tanks,be Provided below for each element ofthe environment analyzed in the EIS for the proposed action are: designed to withstand seismic loading. (a)summary of significant environmental impacts(construction,operation,indirect and Indirect The major steep slope,erosion,and There are no mapped geologic hazards, cumulative); landslide hazard areas within the and thus a low potential for impacts. Planned Action Study Area extend (b)a summary of unavoidable adverse impacts; beyond the study area boundaries. Development on the slope above (c)mitigation measures established by this mitigation document for both the Planned (inside)the study area boundary could Action Study Area as a whole as well as the Potential Sunset Terrace Redevelopment increase the risk of erosion and Subarea;and landsliding downslope(outside)ofthe study area. (d)a list of City policies/regulations on which mitigation measures are based. Cumulative Same as indirect impacts above; There are no mapped geologic hazards, Advisory notes are included at the end of the document to list the federal,state,and local laws that intensive development around this and thus a low potential for impacts. hazard area outside of the Planned act as mitigation measures. Action Study Area by other prujects is not currently anticipated,but could 1. Earth increase the risk of erosion and landsliding. Significant Impacts Unavoidable Adverse Impacts Table 2. Earth Significant Impacts There are no significant unavoidable adverse earth impacts. Potential Sunset Terrace Type of Impact Planned Action StudyArea Redevelopment Subarea Mitigation Measures Construction Erosion could increase as a result of soil Same as Planned Action Study Area disturbance;however,much ofthe Table 3. Earth Mitigation Measures existing soils are glacial outwash materials with low erosion potential. Planned Action Study Area Potential Sunset Terrace Redevelopment Subarea Codified best management practices The following mitigation measures shall apply to Mitigation measures shall be the same as the minimize the potential for both erosion development throughout the Planned Action Planned Action Study Area,except that there are and erosion transport to waterways. Study Area. no geologic hazard areas to avoid. Construction could require import and Similar to Planned Action Study Area. Apply erosion-control best management export of earth materials;however, The underlying glacial outwash soils practices(BMPs),as described in Appendix with minimal planning and protection, have the highest potential for reuse D ofthe City of Renton Amendments to the the outwash soils In most ofthe study within the Planned Action Study Area Xing Counry Surface Water Design Manual t. area could be reused as backfill, and consequently the subarea. minimizing import and export There is an increased risk of landsliding There are no mapped geologic hazards, t City of Renton.2010.City ofRentan Amendments to the King County Surface Water Design Manual.February. Appendix D,Erosion and Sedimentation Control Standards. Planned mOrdinance 6 Adadimenl 9:MRlradon eocu 1 Planned AaiM Ordinance Attachment 9:Mxlradon Oocameirt ORDINANCE NO.5610 ORDINANCE NO.5610 Planned Action Study Area Potential Sunset Terrace Redevelopment Subarea Potential Sunset Terrace Limit development In geologic hazard areas Type of Impact Planned Action Study Area Redevelopment Subarea and their buffers,or require rigorous people in the vicinity of the activity, Area engineered design to reduce the hazard,as especially during paving operations currently codified. using tar and asphalt Such odors Planned Action applicants shall identify in their would be short-term and localized. applications the source of earth material to be Construction equipment and Same as Planned Action Study used in construction and shall consider earth material hauling could temporarily Area material reuse and provide information to the increase traffic Flow on city streets City regarding why earth material reuse is not adjacent to a construction area.If feasible if it is not proposed.The City may construction delays traffic enough condition the planned action application to to significantly reduce travel speeds provide for earth material reuse where feasible. in the area,general traffic-related emissions would increase. Operations Nexus Emissions from Stationary equipment,mechanical Same as Planned Action Study Commercial Operations equipment,and trucks at loading Area City of Renton Comprehensive Plan docks at office and retail buildings could muse air pollution issues at RMC 4.3.050 Critical Areas Regulations adjacent residential property. ment Guidelines and Regulations-General would er,be new commercial facilities RMC 4-4-030 Development g would be required to register their RMC 4-4-060 Grading,Excavation and Mining Regulations t pollutant-emitting best available eq control tand to use best available control RMC 4-5-0501nter rational Building Code technology to minimize emissions. Emissions From Vehicle Tailpipe emissions from vehicles The forecasted VMT from the RMC 4-6-030 Drainage(Surface Water)Standards Travel would be the major source ofair subarea is only a small fraction of pollutant emissions associated with the Puget Sound regional totals. 2. Air Quality growth.The net increases in vehicle Future emissions from increased miles travelled(VMT)forecast as a population and motor vehicles in result of Planned Action the subarea would not cause Significant Impacts alternatives are inconsequentially significant regional air quality small compared to the Puget Sound impacts. Table 4. Air Quality Significant Impacts regional VMT and its implied impact on regional emissions and Potential Sunset Terrace photochemical smog.This would Type of Impact Planned Action Study Area Redevelopment Subarea not alter Puget Sound Regional Construction Dust from excavation and grading Same as Planned Action Study Council's conclusion that future could cause temporary,localized Area regional emissions will be less than increases in the ambient the allowable emissions budgets of concentrations of fugitive dust and air quality maintenance plans. suspended particulate matter. Construction activities would likely Same as Planned Action Study require the use of diesel-powered, Area heavy trucks and smaller equipment such as generators and compressors.These engines would emit air pollutants that could slightly degrade local air quality in the immediate vicinity of the activity. Some construction activities could Same as Planned Action Study cause odors detectible to some Planned Action Ordlnance 8 Attad,rront a:Meiaatbn Document Planned Actiat Ordinance 9 Atuchment 8:MMg.—Document ORDINANCE NO.5610 ORDINANCE NO.5610 Potential Sunset Terrace Potential Sunset Terrace Type of Impact Planned Action Study Area Redevelopment Subarea _ Type of Impact - Planned Action Study Area Redevelopment Subarea Air Quality Attainment land use density and population Same as Planned Action Study achieved by simply complying Status would increase in the Planned Area. with building codes. Action Study Area;however,these Indirect and Cumulative increases represent only a small Greenhouse Gas Emissions: With the highest level of transit- With the highest level of transit- fraction of the Puget Sound reginnal Subarea,Study Area,and oriented development In the study oriented development in the totals.Furthermore,this alternative Region area of the studied alternatives, subarea of the alternatives would not result in land use Planned Action Alternatives would studied,Planned Action changes that include unusual provide the greatest regional GHG Alternatives would provide the industrial nt in the Planned Action - emission reductions,a net greatest reduction in regional development in the Planned Action reduction of 3,907-4,164 metric GHG emissions,a net reduction of Study Area would not cause a tons/year,compared with the No 150-467 metric tons/year, substantial increase in air quality - Action Alternative studied in the compared with the No Action concentrations that would result in a change in air quality attainment EIS. Alternative studied in the EIS. status. Greenhouse Gas Emissions: Planned Action alternatives are Planned Action Alternatives Unavoidable Adverse Impacts Study Area and Subarea estimated to result in this would result in an estimated - No significant unavoidable adverse impacts on regional or local air quality are anticipated. alternative would result 6 an ofGH to missi metric tons/year Temporary,localized dust and odor impacts could occur during the construction activities.The estimated ofgree to we gas metric of GHG emissions. regulations and mitigation measures described below are adequate to mitigate an adverse impacts tons/year of greenhouse gas(GHG) � g 9 g Y P emissions for the Planned Action anticipated to occur as a result of study area growth increases. Study Area. Outdoor Air Toxics The Planned Action Study Area is in Impacts on outdoor air toxics Mitigation Measures a mixed-use residential and would be similar to those commercial zone that does not described for the Planned Action Table 5. Air Quality Mitigation Measures include unusual sources of toxic air Study Area. pollutants.The major arterial street Planned Action Study Area Potential sunset Terrace Redevelopment Subarea through the Planned Action Study Construction Emission Control In addition to the mitigation measures for air ' Area(NE Sunset Boulevard)does The City shall require all construction contractors quality described under the Planned Action Study not carry an unusually high to Implement air quality control plans for Area,the following mitigation measures a percentage of heavy-duty truck P q ty P gapply: construction activities in the study area.The air .Should the phases of the Potential Sunset traffic.Thus,the Planned Action quality control plans shall include HMPs to Terrace Redevelopment Subarea occur Alternatives would not expose control fugitive dust and odors emitted by diesel concurrently rather than in a phased and existing or future residents to construction equipment sequential manner,the City and RHA will disproportionately high The following BMPs shall be used to control consider adding the Northeast Diesel concentrations of toxic air fugitive dust Collaborative Diesel Emission Controls in pollutants generated by local Construction Projects-Model Contract emission sources. . Use water sprays or other non-toxic dust Specifications or an equivalent approachz as Indoor Air Toxia See Potential Sunset Terrace RHA develo ment would be control methods on unpaved roadways. P additional mitigation measures. Redevelopment Subarea constructed according to local . Minimize vehicle speed while traveling on The City and RHA and other public or private building codes that require unpaved surfaces. applicants within the subarea should explore adequate Insulation and Prevent[rackuut of mud onto public streets. measures to improve indoorair quality beyond ventilation.Regardless,studies P what is normally achieved by simply complying have shown that residents at . Cover soil piles when practical. with building codes.For example,grant lower-income developments programs such as the Breath Easy Homes often suffer higher rates of Minimize work during periods of high winds program could provide funding to faster respiratory ailments than the when practical. construction methods that reduce dust,mold, general public Therefore,the City and RHA will explore measures to improve indoor air z Northeast Diesel Collaborative.December 2010.Diesel Emission Controls in Construction Projects,Model quality beyond what is normally Contract Specification.Available:<http://-.noi*theastdiesel.org/pdf/NEDC-Construction-Contract-Specpdf.> Accessed:March 14.2011. Pbnned Action Ordinance 10 At,h—t 9:Mnig,Wn Document Planned Action Ordinance 11 Atuct Mot e:M,con Document ORDINANCE NO.5610 ORDINANCE NO.5610 Planned Action Study Area Potential Sunset Terrace Redevelopment Subarea Reduction Measures Comments The following mitigation measures shall be used and air taxies concentrations in the homes,such Apply Leadership in Energy and Environmental Reduces on-site fuel combustion emissions and to minimize air quality and odor issues caused by as the following. Design(LEED)standards(or equivalent)for design off-site/indirect purchased electricity,water tailpipe emissions. o use of low-VOC[volatile organic compounds] and operations. use,waste disposal. building materials and coatings, Purchase Energy Starequipment and appliances for Reduces on-site fuel combustion emissions and Maintain the engines of construction rB5' equipment according to manufacturers' o enhanced building ventilation and room air public agency use. purchased electricity consumption. specifications. filtration,and Incorporate on-site renewable energy production, Reduces on-site fuel combustion emissions and o installation of dust-free Boor materials and including installation of photovoltaic cells or other purchased electricity consumption. Minimize idling of equipment while the low-pile carpeting to reduce dust buildup. solar options. equipment is not in use. Planned Action applicants for residential Where feasible,Applicants shall schedule haul Design street lights to use energy-efficient bulbs Reduces purchased electricity. developments shall provide information and fixtures. traffic during off-peak times(e.g.,between 9:00 regarding the feasibility and applicability of a.m.and 4:00 p.m.)to have the least effect on indoor air quality measures.The City may Construct"green roofs'and use high-albedo Reduces on-site fuel combustion emissions and traffic and to minimize indirect increases in traffic condition Planned Action applications toroofing materials. purchased electricity consumption. related emissions.This shall be determined as incorporate feasible indoor air quality Install high-efficiency heating,ventilation,and air- Minimizes fuel combustion and purchased . part of traffic control plans required in Section 14 measures. conditioning(HVAC)systems. electricity consumption. of this mitigation document Eliminate or reduce use of refrigerants in HVAC Reduces fugitive emissions.Compare Burning of slash or demolition debris shall not be systems. refrigerant usage before/after to determine permitted without express approval from Puget GHG reduction. Sound Clean Air Agency(PSCAA).No slash Maximize interior day lighting through floor plates, increases natural/day lighting initiatives and burning is anticipated for any construction increased building perimeter and use of skylights, reduces purchased electrical energy projects in the Planned Action Study Area. celestories,and light wells. consumption Greenhouse Gas Reduction Measures Please see text and Table 6 below. Incorporate energy efficiency technology such as Reduces fuel combustion and purchased super insulation motion sensors for lighting and electricity consumption. climate-control-efficient,directed exterior lighting. Greenhouse Gas Reduction Measures - Use water-conserving fixtures that surpass building Reduces water consumption. The City shall require development applicants to consider the reduction measures shown in Table 6 code requirements. for their projects,and as part of their application explain what reduction measures are included and Reuse gray water and/or collect and reuse Reduces water consumption with its indirect why other measures found in the table are not included or are not applicable.The City may rainwater. upstream electricity requirements. condition Planned Action applications to incorporate feasible GHG reduction measures. Use recycled building materials and products. Reduces extraction of purchased materials, possibly reduces transportation of materials, Table 6. Potential Greenhouse Gas Reduction Measures encourages recycling and reduction ofsolid waste disposal. Reduction Measures Comments Use building materials that are extracted and/or Reduces transportation ofpurchased materials. Site Design manufactured within the region. Plant trees and vegetation near structures to shade Reduces on-site fuel combustion emissions and Use rapidly renewable building materials. Reduces emissions from extraction of buildings. purchased electricity,and enhances carbon purchased materials. sinks. Conduct third-party building commi ssioningto Reduces fuel combustion and purchased Minimize building footprint Reduces on-site fuel combustion emissions and ensure energy performance. electricity consumption purchased electricity consumption,materials Track energy performance of building and develop Reduces fuel combustion and purchased used,maintenance,land disturbance,and direct strategy to maintain efficiency. electricity consumption. construction emissions. Transportation Design water efficient landscaping. Minimizes water consumption,purchased Size parking capacity to not exceed local parking Reduced parking discourages auto-dependent energy,and upstream emissions from water requirements and,where possible,seek reductions travel,encouraging alternative modes such as management in parking supply through special permits or transit,walking,and biking.Reduces direct and Minimize energy use through building orientation. Reduces on-site fuel combustion emissions and waivers. indirect VMT. purchased electricity consumption. Develop and implement marketing/information Reduces direct and indirect VMT. Building Design and Operations program that includes posting and distribution of Construct buildings according to City of Seattle The City of Seattle code is more stringent than ridesharing/transit information. energy code. the current City of Renton building code. Planned Action Ordinance 12 Albc�mrnt a:Mklaatbn Document Planned Action Ordinance 13 Attxhment fi:Mftl,on C.- ORDINANCE NO.5610 ORDINANCE NO.5610 Reduction Measures Comments Potential Sunset Terrace Subsidize transit passes.Reduce employee trips Reduces employee VMT. Type of Impact Planned Action Study Area Redevelopment Subarea during peak periods through alternative work Operations schedules,telecommuting,and/or Rex time. Water Quality and Land Implementation of the green All untreated pollution-generating Provide a guaranteed-ride-home program. Cover connections and the NE Sunset impervious surfaces within the Provide bicycle storage and showers/changing Reduces employee VMT. Boulevard reconstruction subarea would be eliminated, rooms. project is estimated to result in resulting in a reduction of 1.83 acres Use traffic signalization and coordination to Reduces transportation emissions and VMT. a net reduction of c f untreated pollution-generating- improve traffic flow and support pedestrian and approximately 14.7.15.7 acres surface from the johns Creek Basin. bicycle safety. of untreated pollution- The estimated change in effective Apply advanced technology systems and Reduces emissions from transportation by generating impervious area and impervious area would result in a management strategies to improve operational minimizing idling and maximizing approximately 3.1-6.6 acres of decrease of approximately 0.51 acre efficiency of local sweets. transportation routes/systems for fuel effective impervious area. (11%)to 1.07 acres(23%)compared efficiency. Exclusive of the Sunset Terrace to existing conditions. Redevelopment Subarea the net Develop shuttle systems around business district Reduces idling fuel emissions and direct and change in pollutant generating parking garages to reduce congestion and create indirect VMT. surfaces is approximately 40-42 shorter commutes. acres reduction.Exclusive of the Source:Washington State Department of Ecology 2000b Sunset Terrace Redevelopment VMT=vehicle miles travelled. Subarea,the net change in effective impervious area would Nexus be an increase of approximately 1.3 acres(0.8%)to 4.24(2.6%) City of Renton Comprehensive Plan from existing conditions. Considering the reduction in RMC 4-4-030 Development Guidelines and Regulations-General the Potential Sunset Terrace Redevelopment Subarea as wll RMC 4-4-060 Grading,Excavation and Mining Regulations as the overall Planned Action Study Area,the net change in effective impervious area would 3. Water RESOU�C@S be smaller at 0.75-3.17. Indirect and Cumulative The operations analysis above Same as the Planned Action Study Significant Impacts presents cumulative impacts in area.In particular,the City proposes terms of total impervious to construct a regional stormwater Table 7. Water Resources Significant Impacts surfaces and potential water facility that would be designed to quantity and quality impacts,as maintain active and open recreation Potential Sunset Terrace well as indirect impacts on space allowing water to be treated Type of Impact Planned Action Study Area Redevelopment Subarea receiving water bodies outside within a series of distributed of small Construction Construction impacts on water Same as Planned Action Study Area of the study area.The Planned integrated rain gardens along the resources would be addressed Action Alternatives would edge of the proposed Sunset Terrace through compliance with Core implement a drainage master Park and connecting the subsurface to Requirement#5 for Erosion plan and mitigation would be an underground infiltration bed and Sediment Control in the provided in advance through beneath open space.This will Renton Stormwater Manual and the self-mitigating public mitigate impacts in the subarea as compliance with Ecology's - stormwater infrastructure well as portions of the larger Planned NPDES Construction features including a Action Study Area. Stormwater General Permit,if combination of green the project results in 1 acre or connections,regional more of land-d ismrbing stormwater flow control,and activity.Also see Section 1, possible public-private Earth,above. partnership opportunities for retrofits. Planned Action Ordinance 14 Atathm a:Mnipt nDocument Planned Action Ordinance 15 A1rKl�n,mt 9:Malg t Document ORDINANCE NO.5610 ORDINANCE NO.5610 Unavoidable Adverse Impacts Planned Actions shall implement the City's adopted Sunset Area Surface Water Master Plan,and associated street frontage improvements,and be consistent with the City stormwater regulations in None of the alternatives would have significant unavoidable adverse impacts on water resources, effect at the time of application.Planned Action applicants shall also demonstrate compliance with because the redevelopment would likely result in an improvement of runoff and recharge water RMC 4-1-180 Charges for Equitable Share of Public Works Facilities. quality.In addition,the net change in effective impervious area can be adequately mitigated through the self-mitigating features of the Planned Action alternatives and through implementation of the Nexus stormwater code,as described below. City of Renton Comprehensive Plan '... Mitigation Measures RMC 4-3-050 Critical Areas Regulations AB of the alternatives would involve redevelopment and reduction of existing pollution-generating impervious surfaces in the Planned Action Study Area.In addition,per the requirements of the RMC 4-4-030 Development Guidelines and Regulations-General stormwater code,the redeveloped properties would be required to provide water quality treatment RMC 4-6-030 Drainage(Surface Water)Standards for all remaining pollution-generating impervious surfaces.The net reduction in untreated pollution-generating impervious surfaces throughout the study area is,therefore,considered to RMC 4-6-060 Street Standards result in a net benefit to surface water quality.Each of the alternatives would result in a slight increase in the effective impervious area ofthe Planned Action StudyArea. 4. Plants and Animals _ Self mitigating features of the Planned Action Alternatives are listed below: Significant Impacts • Under Alternative 3,mitigation would be provided in advance or incrementally through the self- mitigating public stormwater infrastructure features including a combination of green Table 8. Plants and Animals Significant Impacts connections,regional stormwater flow control,and possible public-private partnership Potential Sunset Terrace opportunities for retrofits Conceptual design and planning of the public stormwater Type of Impact Planned Action Study Area Redevelopment Subarea infrastructure would be developed under a drainage master plan for the Study Area.It could be Construction Individual redevelopment Same as Planned Action Study Area developed in advance of(likely through grants or city funds)or incrementally as development projects would result in short- occurs depending on opportunity costs of constructing the improvements.The extent and form term loss of vegetation cover, of the public infrastructure projects would be refined through the drainage master plan along with noise and activity development and further design.The goal under Alternative 3 would be to provide sufficient levels that would result in little advance public infrastructure improvements to balance the anticipated increase in effective or no use of the construction impervious area.This strategy would only require that future developments implement flow- areas by wildlife during the control BMPs,but could eliminate on-site flow control through a development fee or similar period lopmeofcon taction. g P Redevelopment actions would funding stricture to compensate for the off-site mitigation provided by the public infrastructure be required to comply,during investment construction,with City • The Preferred Alternative mitigation would be similar to Alternative 3.Harrington Avenue NE, regulations requiring temporary erosion and sedimentation including portions of NE 16th and NE 9th streets,has been identified as a high priority Green controls to prevent water Connection project This corridor would be enhanced by narrowing through-traffic lanes to calm quality impacts from work site traffic,create wide planter areas to accommodate large trees and rain oardens to m;tigare stormwater runoff. stormwater runoff,and create wider sidewalks.This project would be implemented as a public Operations Redevelopment activities that Same as Planned Action Study Area In le pending available funds.The remaining green connections would be facilitated under the p vts roa way standards to require incremental planned action ordinance would redevelopment of the frontage as redevelopment occurs(constructed either by future have a limited effect on plant or wildlife habitat in the Planned developers or the City,depending on availability of funds).In addition to the Green Connections Action Study Area.New projects,the City will implement regional detention/retention improvements to provide development being designed as advance mitigation for future increases in impervious area that could result from Low Impact Development(LID) redevelopment Locations of the regional facilities would include the western margin of the is likely to result in a newly created park at Sunset Terrace and/or the northern corner of Highlands Park(beyond the measurable decline in total outfield of the existing baseball/softball field).A drainage master plan will be developed for the vegetated area,accompanied by Preferred Alternative. a measurable improvement in Panned Action Ordinance 16 Amchment e:MltlrMon P«umem Planned Action Ordwn 17 Mbtli e:Hainan oo —t ORDINANCE NO.5610 ORDINANCE NO.5610 Potential Sunset Terrace Nexus Typeoflmpact Planned Action Study Area Redevelopment Subarea plant diversity and quality of City of Renton Comprehensive Plan the remaining cobons n RMC 4-6-030 Drainage(Surface Water)Standards Green connections and urban forestry plans offset to some RMC 4-3-050 Critical Areas Regulations degree by greater redevelopment,the net result is RMC 4-4-030 Development Guidelines and Regulations-General likely to be a reduction in habitat connectivity and a RMC 4-4-130 Tree Retention and Land Clearing Regulations decline in total vegetated area, albeit with some improvement 5. Energy in plant diversity and quality of the remaining habitat Largely due to the absence of Significant Impacts impacts on special-status species,effects on wildlife Table 9. Energy Significant Impacts would be less than significant. Indirect Planned Action Alternatives Same as Planned Action Study Area Potential Sunset Terrace would result in an indirect Type of Impact Planned Action Study Area Redevelopment Subarea impact on plants and wildlife by Construction During construction,energy Same as Planned Action Study Area contributing to a substantial would be consumed by increase in the human demolition and reconstruction population within the area.This activities.These activities would can be expected to result in include the manufacture of effects such as increased construction materials,transport wildlife mortality due to road of construction materials to and kill and predation by pets,and from the construction site,and reduced wildlife diversity due to operation of machinery during increases in opportunistic demolition and construction. species such as starlings,crows, Operations and rats.These indirect impacts Energy Usage:Study Area The annual energy usage is The annual energy usage is can be expected to result in and Subarea estimated at 255,845 to 275,529 estimated at 21,338 to 43,654 reduced numbers,vigor,and million British thermal units million British thermal units(Btu). diversity of plant and wildlife species. (Btu). The stormwater commitments Indirect and Cumulative incorporated in Planned Action Energy Usage:Subarea, With high levels of transit- With high levels of transit-oriented Alternatives would be sufficient Study Area,and Region oriented and high-density and high-density development the to avoid substantial impacts on development the Planned Action Planned Action Alternatives would aquatic habitats and fish. Alternatives would provide the provide the greatest estimated greatest estimated regional regional energy usage reduction for Cumulative No impact No impact energy usage reduction for the the subarea compared to the No study area compared to the No Action Alternative:1,145 to 3,624 Unavoidable Adverse Impacts Action Alternative:26,383 to million Btu. No significant unavoidable adverse impacts would occur for plants and animals under any 29,194 million Btu. alternative. Unavoidable Adverse Impacts Mitigation Measures Additional energy would be consumed and would contribute to increases in demand associated with the growth and development of the region.As described in the Utilities Element of the City With implementation of proposed stormwater features or standards,no mitigation is required. Comprehensive Plan,it is anticipated that existing and planned infrastructure of affected energy utilities could accommodate growth.Energy conservation features would be Incorporated into Planned Actlon Ordinance 19 Aeatlrment 0 Meiganon Dw:umenl Planned Action Onfnan 19 Anarament a:M 0l nDxumeirc ORDINANCE NO.5610 ORDINANCE NO.5610 building design as required by the current City building codes.For the Potential Sunset Terrace RedevelopmentSubarea,HUD encourages public housing authorities such as RHA to use Energy Mitigation Measures Star,renewable energy,and green construction practices in public housing.As such,no significant unavoidable adverse impacts on energy use are anticipated. Table 10. Energy Mitigation Measures Planned Action Study Area Potential Sunset Terrace Redevelopment Subarea Although the growth and development would In addition to the mitigation measures described for result in increased energy demand in the the Planned Action Study Area,according to the King Planned Action Study Area under all ofthe County proposed GHG reduction regulation,energy alternatives,expanding the beneficial transit- reductions can be provided with the implementation oriented development and high-density ofthe following basic requirements ofthe American housing development within the study area Society of Heating,Refrigerating and Air-Conditioning would reduce regional energy usage. Engineers Advanced Buildings Core Performance Guide Therefore,all alternatives would provide a for residential and non-residential building in the net benefit rather than adverse impact with subarea: regards to energy usage.However,to further 30%energy reduction for residential dwelling reduce energy consumption,the City shall that are 50%of average size;and 15%energy encourage future developers to implement reduction for residential dwelling that are 75%of additional trip-reduction measures a nd average size;and energy conservation measures-For example, energy and GHG reductions can be achieved 12%energy reduction for office,school,retail, through implementation ofthe following and public assembly buildings that are smaller energy conservation techniques or equivalent than 100,000 square feet in floor area. approaches. An energy reduction of 12%can be achieved by implementing sufficient strategies established by the Northwest Energy Star Homes program for multifamily residential buildings.The Northwest ENERGY STAR Homes program(U.S.Environmental Protection Agency 2010)is designed to help builders construct energy-efficient homes in Washington,Oregon,Idaho,and Montana to meet energy-efficiency guidelines set forth by the EPA. An energy.reduction of 10%would comply with Seattle Energy Code for non- residential buildings. See also Air Quality mitigation measures.The City shall require development applicants to consider trip-reduction measures and energy conservation,and as part of their application explain what reduction measures are included and which ones are not included(based on that are part of Table 6 or Table 10).The City may condition Planned Action applications to incorporate feasible trip reduction and energy conservation measures. Nexus City of Renton Comprehensive Plan Planned Acton ordinance 20 Adadiment a:MicipdW.Oocumem Planned Acilon Ordinance 21 ARadimeni a:Mkganon o meni ORDINANCE NO.5610 ORDINANCE NO.5610 RMC 4-5-051 Washington State Energy Code Adopted Potential Sunset Terrace Type of Impact Planned Action Study Area Redevelopment Subarea _ 6. Noise the criterion under Planned Action Alternatives. Significant Impacts Unavoidable Adverse Impacts Table 11. Noise Significant Impacts No significant unavoidable adverse construction or operational traffic noise impacts are anticipated Potential Sunset Terrace in the Planned Action Study Area with the implementation of mitigation measures noted below.No Type of Impact Planned Action Study Area Redevelopment Subarea significant unavoidable adverse traffic noise impacts are anticipated at residences along NE Sunset Construction development in the study area Same as Planned Action Study Boulevard in the Planned Action Study Area per WSDOT criteria,because the noise Increase caused would require demolition and Area by NE Sunset Boulevard traffic is less than the WSDOT"substantial increase"impact threshold. construction activity,which would temporarily increase Portions of the Potential Sunset Terrace Redevelopment Subarea,even under existing conditions noise levels at residences close and the No Action Alternative,would be deemed normally unacceptable under the HUD noise to the development site.This criteria without implementation of noise attenuation mitigation,due to traffic noise from the type of activity could cause adjacent street(NE Sunset Boulevard).No significant unavoidable adverse noise impacts are annoyance and speech anticipated in this subarea,if the noise control measures noted below are implemented to reduce interference at outdoor locations adjacent to the anticipated future traffic noise to levels suitable for residential uses under the HUD criteria. construction sites,and could cause discernible noise. Mitigation Measures Operations Noise from New Unless properly controlled, Same as Planned Action Study Table 12. Noise Mitigation Measures Commercial Operations mechanical equipment(e.g., Area Planned Action Study Area Potential Sunset Terrace Redevelopment Subarea rooftop air conditioning units) and trucks at loading docks of Construction Noise Mitigation measures described in the Planned office and retail buildings in the To reduce construction noise at nearby Action Study Area would also apply to this study area could cause ambient receivers,the following mitigation measures subarea. noise levels at nearby shall be incorporated by Planned Action Site design approaches shall be incorporated to residential housing units to applicants into construction plans and reduce potential noise impacts including the exceed the City noise ordinance contractor specifications. following. omits. _ Locate stationary equipment away from . Concentrating park and open space uses are Indirect and Cumulurive receiving properties. away from NE Sunset Boulevard. Noise from Increased For most residents adjacent to Development would result in . Erect portable noise barriers around loud Where park and open space uses must be Traffic:Proposal with ,roadways in the study area, noise increase from vehicles stationary equipment located near sensitive located near NE Sunset Boulevard,avoiding Future Traffic Levels increased traffic would result in traveling on NE Sunset receivers. activities that require easily understood the greatest increase in ambient Boulevard and local streets The conversation(e.g.,instructional classes),or noise levels,caused by moving estimated day-night noise levels Limit construction activities to between 7:00 other uses where quiet conditions are traffic and vehicles idling at from NE Sunset Boulevard at a.m.and 10:00 p.m.to avoid sensitive required for the primary function of the intersections.Development the adjacent buildings indicates nighttime hours. activity would result in noise increase they would be exposed to Turn off idling construction equipment from vehicles traveling on NE "normally unacceptable"noise • Allowing for balconies on exterior facing units Sunset Boulevard and local levels exceeding U.S. Require contractors to rigorously maintain only if they do not open to a bedroom. streets. Department of I lousing and all equipment According to HUD noise guidebook noise Urban Development's(HUD's) Train construction crews to avoid attenuation from various building materials arc outdoor day-night noise unnecessarily loud actions droppi rig calculated using sound transmission class(STC) criterion of 6S dBA.The noise bundles of rebar onto the ground d or rating.Although the standard construction levels at these first row dragging steel plates across pavement)near approaches can normally achieve the STC rating of residential dwellings currently noise-sensitive areas. more than 24 dBA as demonstrated in Final EIS exceed the HUD noise criterion New Commercial Operation Noise Appendix E,the City shall require a STC rating of and would continue to exceed The City shall require all prospective future 30 dBA reduction for these first row residential Planned Action Ordinance 22 Attacemem B:loft,- Planned Action Ordinance 23 Aexh—n B:hmyauon Document ORDINANCE NO.5610 ORDINANCE NO.5610 Planned Action Study Area Potential Sunset Terrace Redevelopment Subarea Potential Sunset Terrace developers to use low-noise mechanical dwellings because the HUD noise guidebook shows Type of Impact Planned Action Study Area Redevelopment Subarea equipment adequate to ensure compliance with that the sound reduction achieved by different special disposal,and accidentally could be generated from the City's daytime and nighttime noise ordinance techniques may he a little optimistic3.. releasing hazardous substances. demolition of the existing Sunset limits where commercial uses are abutting Terrace buildings.If there are residential uses and where there is a potential to lead-based paints or ACMs at the exceed noise ordinance limits.Depending on the complex,appropriate permits and nature of the proposed development,the City precautions would be required. shall require the developer to conduct a noise Accidental release of hazardous impact study to forecast future noise levels and substances during construction to specify appropriate noise control measures. could still occur as in all Compliance with the noise ordinance would construction projects. ensure this potential impact would not be Operations If development occurs on No impact significant contaminated sites,where Traffic Noise Mitigation appropriate clean-up measures Although traffic noise is exempt from City noise were not completed or residual ordinance,based on site-specific considerations, contaminations were present, the City may at its discretion require the new then there is a potential risk to development to install double-pane glass public health for people using the windows or other building insulation measures site. using its authority under the Washington State Indirect No impact No impact Energy Code(RMC 4.5-040). Cumulative No impact No impact Nexus Unavoidable Adverse Impacts City of Renton Comprehensive Plan No significant unavoidable adverse impacts are Identified at the programmatic level throughout the RMC 4-4-030 Development Guidelines and Regulations-General Planned Study Area or for the Sunset Terrace Redevelopment Subarea for any of the studied .alternatives.Contaminated sites would be avoided during project design when possible; RMC 4-4-060 Grading,Excavation and Mining Regulations implementing the mitigation approaches described belowwould minimize or eliminate adverse RMC Title 8 Chapter 7 Noise Level Regulations effects on human health and the environment 7. Environmental Health Mitigation Measures Table 14. Environmental Health Mitigation Measures Significant Impacts Planned Action Study Area Potential Sunset Terrace Redevelopment Subarea Table 13. Environmental Health Impacts Since encountering unreported spills or The construction and operation mitigation ted underground fuel tanks is a risk measures identified for the Planned Action Study Potential Sunset Terrace unrepor Area are applicable to the subarea. Type of Impact Planned Action Study Area Redevelopment Subarea when performing construction,provideazardoustors shall be required to provide hazardous Construction Potential construction impacts Existing subsurface materials awareness training to all grading include releasing existing contaminations have not been and excavation crews on how to identify contaminants to the environment identified on the redevelopable any suspected contaminated soil or by ground-disturbing or properties and,therefore,are not groundwater,and how to alert supervisors dewatering activities, expected to be encountered encountering underground during construction.Hazardous m the event ofsuspected contaminated material Signs of potential contaminated storage tanks(USTs)or leaking building materials such as lead- soil include stained soil,odors,oily sheen, USTs,generating hazardous based paint and asbestos- or the presence of debris. building materials that require containing materials(ACMs) Contractors shall be required to implement a contingency plan to identify,segregate, 3 HUD noise guidebook Chapter 4,page 33'...use the STC ratings with a bit of caution and remain aware of the and dispose of hazardous waste in full possible 2-3 dB overstating that you may get with the STC rating system." Planned Munn Ordinance 24 A¢�d�man B:Mlttatbn Uavmen[ Planned Action Ordinance 25 Attachment B:MI[IBa[wn Dxumen[ ORDINANCE NO.5610 ORDINANCE NO.5610 Planned Action Study Area Potential Sunset Terrace Redevelopment Subarea Planned Action Study Area Potential Sunset Terrace Redevelopment Subarea accordance with the Model Toxics Control Act(MTCA)(WAC 173-340)and the contamination.This can help to prevent or Dangerous Waste(WAC 173-303) manage ties that for any long-term clean- up activities that might be ongoing during regulations. project operations.If contamination is contractors shall be required to develop discovered,the project proponent will and implement the Stormwater Pollution comply with all state and federal Prevention Plan,BMPs,and other permit regulations for contaminated sites. conditions to minimize the potential for a release of hazardous materials to soil, Nexus groundwater,or surface water during construction. City of Renton Comprehensive Plan Contractors shall be required to follow RMC 4-4-030 Development Guidelines and Regulations-General careful construction practices to protect against hazardous materials spills from RMC Title 4 Chapter 5 Building and Fire Prevention Standards routine equipment operation during construction;prepare and maintain a current spill prevention,control,and 8. Land Use countermeasure plan,and have an individual on site designated as an Significant Impacts emergency coordinator,and understand and use proper hazardous materials Table 15. land Use Impacts storage and handling procedures and emergency procedures,including proper Potential Sunset Terrace spill notification and response Type of lmpact Planned Action Study Area Redevelopment Subarea requirements. Construction The incremental nature of Same as Planned Action Study • All asbestos-containing materials(ACM) development over the planning Area and lead-based paint will be identified in period would minimize the structures prior to demolition activities in number of nearby residents accordance with 24 CFR Part 35.If ACM or exposed to temporary lead-based paint is identified,appropriately construction impacts including trained and licensed personnel will contain, dust emissions,noise, remove,and properly dispose of the ACM construction traffic,and sporadic and/or lead-based paint material according interference with access to to federal and state regulations prior to adjacent residences and demolition ofthe affected area. businesses. • if warranted,contractors shall conduct Operations additional studies to locate undocumented Land Use Patterns Planned Action Alternatives Planned Action Alternatives underground storage tank(USTs)and fuel would provide more than 2,300 to would provide about 266-479 lines before construction of specific 2,500 dwelling units and 1.2 to more dwelling units than existing development projects(areas of concern 1.3 million square feet of conditions in a mixed-use include current and former commercial and commercial space compared to development that integrates residential structures)and will existing conditions. commercial and civic spaces. permanently decommission and properly Redevelopment would provide remove USTs from project sites before more commercial development commencing general construction than residential development activities. This alternative would also • Prior to acquisition of known or potentially provide more than two times as contaminated property,the City shall many residential dwellings as require appropriate due diligence be currently exist in the study area. performed to identify the presence and Plans and Policies Planned Action Alternatives Planned Action Alternatives extent ofsoil or groundwater provide the greatest degree of provide the greatest degree of Planned Action Ordinanm 26 AQ hM1 8:Mkglcon eoc.t Planned Action ordinance 27 AtaO, a:..g. nDoc—. ORDINANCE NO.5610 ORDINANCE NO.5610 Potential Sunset Terrace Planned Action Study Area Potential Sunset Terrace Redevelopment Subarea Type of Impact Planned Action Study Area Redevelopment Subarea construction traffic management Sunset Terrace redevelopment and Planned consistency among the consistency with the City's land The City should make efforts to minimize Action Study Area streetscape improvements to alternatives with the City use element goals and policies of property acquisition that affects buildings as part ensure that property acquisition that affects Comprehensive Plan goals, all alternatives by promoting the of its refinement of study area streetscape designs buildings is minimized. objectives,and policies by redevelopment ofthe Sunset while balancing Complete Streets principles. The City shall require construction plans to: implementing the development Terrace public housing As part ofthe Planned Action Ordinance adoption types envisioned in the City's land community.It also does more Locate the majority ofthe most intensive process,the or should amend its Comprehensive non-residential development along use and zoning designations than other alternatives to develop Plan's Transportation and Capital Facilities P g or near within the study area Anticipated the Center Village.Development NE Sunset Boulevard,where possible. growth would help the City meet in the subarea under this elements to ensure that planned public . investments and their funding sources are Implement proposed open space and its 2031 housing and employment alternative has a similar accounted for and programmed. landscape features to offset the proposed targets. consistency as the study area for intensification of land uses on the site. Public investments would need to other City goals and policies, be accounted for in amendments providing a greater degree of Provide new opportunities for public open to the City's Transportation and consistency with those goals and space area. Capital Facilities elements. policies than other alternatives. As part of site design,emphasize transitions Indirect and Cumulative No indirect or cumulative land Redevelopment ofthe subarea in density,with less intense densities where use impacts are anticipated under this alternative would abutting lower-intensity zones. outside the study area The City serve as an incentive for other applies its policies and redevelopment opportunities Nexus development regulations to create near the study area. ! a planned land use pattern. - City of Renton Comprehensive Plan Density is most intense at the center of the study area and least RMC Title 4 Chapter 2 Zoning Districts-Uses and Standards along its boundaries with single- _ family residential land use 9. SOCi02COr10rtlICS patterns;it is unlikely to alter patterns or plans along the edges of the study area.The City will,as Significant Impacts part of its regular comprehensive plan review and amendment Table 17. Sociceconomics Impacts - - updates,control the monitoring, evaluation,and amendment Potential Sunset Terrace process. Type of Impact Planned Action Study Area Redevelopment Subarea Construction Construction activities could The demolition of the Sunset Unavoidable Adverse Impacts temporarily increase congestion Terrace complex to allow for the and reduce parking,local access subarea redevelopment would Although intensification of land uses in the Planned Action Study Area,including the Potential for businesses and residents,and require the relocation ofthe Sunset Terrace Redevelopment Subarea,would occur and density would increase,this change would access near the construction tenants. be consistent with applicable plans,zoning,and land use character.Plan consistency can be activities,which could negatively Moreover,the relocation ofthe addressed by Comprehensive Plan amendments using the City's legislative process.Therefore,there affect businesses;however, tenants could affect some local would be no significant adverse impacts. businesses located close to businesses during construction,if construction activities could - the tenants are relocated outside experience an increase in revenue of the immediate area;however, Mitigation Measures from spending by construction since the total number of workers. relocations represents a small Table 16. land Use Mitigation Measures portion ofthe overall population any impact would likely be small Planned Action Study Area Potential Sunset Terrace Redevelopment Subarea in scale. Under all alternatives,the City shall require Construction mitigation would be the same as Operations The higher number ofdwelling The Planned Action Alternatives planned action applicants to implement described under the Planned Action Study Area units and jobs would result in would increase dwelling units and appropriate construction mitigation measures, The City and RHA should coordinate on future greater intensities in development jobs by 266-479 net dwelling including but not limited to dust control and Planned Action Ordinance 28 Anacnmmt a:atnweon n—v 1 Planned Actbn Ordinance 29 Awrnmmta:mniganon oocume�rt ORDINANCE NO.5610 ORDINANCE NO.5610 Potential Sunset Terrace and spending in the subarea during construction of new developments would result in short-term Type of Impact Planned Action Study Area Redevelopment Subarea benefits. and economic benefits. units and 79-117 jobs.The Improvements in the streetscape subarea would be developed with Mitigation Measures along NE Sunset Boulevard and new park street,and civic the other civic and infrastructure improvements that would Table 19. Socioeconomics Mitigation Measures improvements would make the promote a healthy and walkable study area more desirable to neighborhood. Planned Action Study Area Potential Sunset Terrace Redevelopment Subarea investment,which could lead to Mitigation measures to minimize dust noise, In addition to mitigation measures described for additional opportunities for aesthetics,and transportation impacts during the Planned Action Study Area,the following employment as more businesses construction are identified in Sections 2,6,12, mitigation measures apply: are attracted to the study area. and 14,respectively,of this Mitigation Document The facilities that would be added g •Public housing tenants shall he provided These measures would address many of the relocation assistance under the Uniform under Alternative 3 include a construction-related impacts that could Relocation Act family village and a wider negatively affect the study area businesses. BHA should consider phased demolition and reconstruction of NE Sunset in addition,with the reconstruction of NE Sunset reconstruction to minimize the need to relocate Boulevard.The family village Boulevard,or with any new development,if all the residents at the same time,or the new would include housing,education, access to businesses is affected,the following recreation,and supportive affordable housing development could be services that would be designed measures should be addressed by the Cityorr constructed prior to demolition to provide to promote a healthy and WSDOT: opportunities torelocate tenants within the walkable neighborhood. Provide detour,open for business,and other subarea. Indirect Construction spending would Increased spending is anticipated signage,as appropriate. result in positive indirect effects with the mixture of affordable and . Provide business cleaning services on a case- on the economic elements of market-rate units,which would by-case basis,as needed. employment and income in the result in positive impacts on the study area and the regional businesses in the area as well as • Establish promotions or marketing measures economy as businesses that local tax revenues. to help affected businesses maintain their support the construction effort customer base during construction. would likely see increased Maintain access,as much as possible,to each spending, business and,if access needs to be limited,The additional public and private coordinate with the affected businesses. investment and associated Mitigation measures to address indirect impacts economic benefits would be on housing affordability are addressed in Section greater due to the increased 10 of this Mitigation Document spending. Cumulutive Cumulative effects would be As the area changes and new Nexus positive with the addition of new housing is provided,no existing development that would continue public units would be lost and City of Renton Comprehensive Plan to enhance the area and continue improvements in the to Improve the neighborhood neighborhood would likely vitality. continue as new developments 10. Housing . _ are constructed. Significant Impacts Unavoidable Adverse Impacts Table 19. Housing Impacts No long-term significant unavoidable adverse impacts are anticipated.Planned Action alternatives would encourage new development in the both the Planned Action Study Area and the Potential Potential Sunset Terrace Sunset Terrace Redevelopment Subarea that would result in beneficial changes to the Type of Impact Planned Action Study Area Redevelopment Subarea socioeconomic conditions. Construction Construction ofcommerciai, Construction ofresidential and residential,and civic uses in the civic uses would create temporary Under Planned Action Alternatives,relocation of the tenants of the Sunset Terrace complex would study area would create noise,dust,and construction result in short-term impacts,however,these impacts would be mitigated.The creation of new jobs _ temporary noise,dust and traffic,which would affect Planned Afiw Ordinance 30 ACuhment a:Mairalion eaevmenl Planned Action Ordinance 31 A chm•nl a:wilni•n ixcament ORDINANCE NO.5610 ORDINANCE NO.5610 Potential Sunset Terrace Mitigation Measures Type of Impact Planned Action Study Area Redevelopment Subarea construction traffic,which would adjacent residents to the subject Table 20. Housing Mitigation Measures affect current residents. properties. Operations The Planned Action Alternatives In this subarea,110 public Potential Sunset Terrace Redevelopment assume 40%of the study area housing and duplex dwellings Planned Action Study Area Subarea acreage would inf II or redevelop. would be eliminated.There would Renton Municipal Code(RMC)4-4-030(C) Construction mitigation would be as described This would result in the greatest be a 1:1 replacement of public identifies construction hours intended to address for the Planned Action Study Area. number of dwellings replaced at housing units on site and in the noise in sensitive time periods.See Section 6, RHA has committed to replacement housing for 299. Planned Action Study Area. Noise,of this Mitigation Document regarding other the Sunset Terrace public housing units at a 1:1 The Planned Action Alternatives The number of units added would noise mitigation measures for construction ratio,consistent with the existing proportion of would add up to approximately be 266-479 above existing periods. units by number of bedrooms.Such replacement 2,339 to 2,507 new dwellings. dwellings,for a total of 376-589 When federal funds are being used for a proposal, housing could occur on site and/or offsita In the study area there is a units.About three quarters of the - displaced tenants shall be offered relocation During the time replacement housing is under potential for additional market units would be affordable or public, assistance in compliance with the Uniform construction,Section 8 vouchers,or equivalent rate dwellings as well as and another approximate quarter Relocation Assistance and Real Property measures,shall be used to relocate tenants. affordable and public dwellings. would be market-rate dwelling Acquisitions Policies Act of 1970,as amended. Most new units would be units. The City and RHA should apply for federal,state, multifamily. and local funding programs described in Draft EIS indirect Increased housing could increase The potential for residents to help Section 3.10,Housing to promote new housing local resident spending at support local businesses as well opportunities for low and very low-income businesses in the study area,and as to create a demand for services housing could also create an increased is similar to the Planned Action RHA should establish a local preference for rental demand for parks and recreation, Study Area. assistance.For example,RHA could establish a public services,and utilities. priority list for Section 8 vouchers for displaced Cumulative Growth in the study area would The support of the new dwellings low-income tenants in the Planned Action Study be consistent with the City's to assist the City in meeting Area(in addition to the relocation assistance to be Comprehensive Plan and would growth targets is similar to the provided by RHA to the Sunset Terrace residents). contribute to meeting growth Planned Action Study Area. Unit replacement and relocation assistance for the targets for the City's next family village would be the same as described for Comprehensive Plan Update for the Potential Sunset Terrace Redevelopment the year 2031. Subarea. Unavoidable Adverse Impacts Nexus Housing in the Planned Action Study Area would likely redevelop to some degree to take advantage City of Renton Comprehensive Plan of adopted plans and zoning.However,the alternatives would allow for the construction of new RMC Title 4 Chapter 2 Zoning Districts-Uses and Standards dwelling units to replace those that are eliminated.Lower-cost housing could be replaced with more costly housing.Implementation of City regulatory incentives and use of federal,state,and local RMC 4-4-030 Development Guidelines and Regulations-General housing funds and programs could reduce potential affordability impacts.Through its regular Comprehensive Plan review cycles,the City could monitor housing trends in the neighborhood and 11. Environmental Justice adapt measures to promote affordability. During construction and in the short-term,residents would be subject to construction activities and Significant Impacts the tenants of the Sunset Terrace complex would be required to relocate during demolition and construction.However,relocation assistance mitigation measures for RHA units would mitigate Table 21. Environmental Justice Impacts impacts. Potential Sunset Terrace 'type oflmpact Planned Action Study Area Redevelopment Subarea Construction Residents near construction The demolition of the Sunset activities would likely be affected Terrace complex and construction by temporary noise,dust,and of the proposed conceptual plans _ visual impacts due to would require the relocation of Planned Action Ordinance 32 Anxnment B:tangrmn Document Planned Actlon Ordinance 33 attachment.:Malgatbn c ocumem ORDINANCE NO.5610 ORDINANCE NO.5610 Potential Sunset Terrace Potential Sunset Terrace Type of Impact Planned Action Study Area _ Redevelopment Subarea _ Type of Impact Plana vl Action Study Area Redevelopment Subarea construction;these impacts would the tenants of the SunsetTerrace would continue to create new Area would be similar. be short-term in nature.The complex likely through Section 8 jobs.The new development and population of the study area is vouchers.Because the tenants are addition of more market-rate predominately non minority and low-income and predominately units could cause the study area non-low-income and any negative minority,this would constitute a to become less affordable to impact/would likely occur on greater impact on these lower-income populations,which these populations to a greater populations than other could result in these populations degree than the minority and low- populations. needing to relocate outside of the income populations. study area. Operations Residential,commercial,and Planned Action Alternatives recreational development and would have a number ofbeneficial Unavoidable Adverse Impacts civic and infrastructure effects on minority and low- improvements under Planned income populations in the There are no long-term significant unavoidable adverse impacts related to environmental justice. Action Alternatives would subarea,including the The Planned Action alternatives would result in primarily beneficial impacts associated with new improve the overall redevelopment of the existing dwelling units,new civic facilities and parks,improvements in nonmotorized transportation,and neighborhood,making it a more dwelling units,construction of cohesive and desirable place to additional units,transportation new employment opportunities in the surrounding area. live for all populations in the improvements,and the addition During construction and in the short-term residents would be subject to construction activities and community,including minority of other community facilities(i.e., and low-income populations. senior day health,library,parks). the tenants of the Sunset Terrace complex would be required to relocate during demolition and The family village would be These changes would result in construction.However,construction mitigation and relocation assistance mitigation measures(for beneficial for all populations in improvements to public health the RHA units)would minimize impacts. the Planned Action Study Area, and to the aesthetics of the area. but these benefits could accrue to These would all improve Mitigation Measures a greater degree for minority and community cohesion for subarea low-income populations due to residents. Table 22. Environmental Justice Mitigation Measures the close proximity,especially for those without access to a vehicle. Planned Action Study Area Potential Sunset Terrace Redevelopment Subarea Indirect The introduction of new retail and Housing types and affordability There are no specific mitigation measures related Mitigation measures during construction include - commercial space within the would be more varied.New retail to environmental justice during construction or the need for replacement housing for the study area would increase and commercial space wand operation.During construction,mitigation residents of Sunset Terrace.It is likely that the employment opportunities.These provide new employment measures related to noise,dust,traffic congestion, tenants would be relocated under a potential opportunities would benefit all opportunities could be seen as and visual quality shall be applicable to all Section 8 voucher strategy during construction. study area populations,but could more beneficial to subarea populations.These measures are described in See Section 9,Socioeconomics,of this Mitigation benefit minority and low-income residents who may be Sections 2,6,12,and 14,respectively,of this Document. populations to a greater degree. unemployed or not have a their Mitigation Document The Planned Action Alternatives own vehicle and would,therefore, would increase the variety of benefit more from the proximity. N@XUS residential unit types and - affordability levels would reduce City of Renton Comprehensive Plan the concentration of low-income households in the subarea,and RMC 4-4-030 Development Guidelines and Regulations-General thereby reduce or eliminate some ofthe social consequences of such -concentrations. 12. Aesthetics Cumulative Cumulative impacts would Adverse impacts are not primarily be beneficial.As the anticipated.New dwelling units significant Impacts area continues to redevelop with would be affordable,public,and new investments,public and market-rate units.The beneficial Table 23. Aesthetic Impacts private,it would become more cumulative impacts identified desirable for the residents and under the Planned Action Study Potential Sunset Terrace Type of Impact Planned Action Study Area Redevelopment Subarea Planned Action Ordlnan. 34 Atta Amen[a:Mltiptpn it.—M Planned Action Ordinanm 35 AtIXhm�nl9:MltlaMbn oocumlM ORDINANCE NO.5610 ORDINANCE NO.5610 Potential Sunset Terrace Potential Sunset Terrace Type of Impact Planned Action Study Area Redevelopment Subarea Typeoflmpact Planned Action Study Area Redevelopment Subarea Construction The demolition of existing Same as Planned Action Study Sunset Boulevard. structures and construction of Area Shade and Shadow Because heights in the Planned Taller buildings along NE Sunset new buildings would expose Action Study Area would Boulevard would cast longer nearby residents to visual generally increase,shading effects shadows on the interior of the impacts,including dust,the would also become more subarea to the north,potentially presence of construction pronounced,though only to a shading sidewalks along Sunset equipment,stockpiles of moderate degree.Increased lane NE.Dependent on final construction materials,localized building heights within the design,building may potentially increases in vehicular traffic,and Planned Action Study Area could shade sidewalks along Sunset on-site construction activities.For result in increased shading of Lane NE and Glenwood each alternative,these activities pedestrian areas and public Avenue NE at various times of the would occur sporadically at spaces,particularly along day. various locations throughout the NE Sunset Boulevard,which is With the Preferred Alternative, Planned Action Study Area,would likely to see some of the most the increased size ofthe central be localized to the construction intense commercial and mixed- park,as well as the placement of site,and would be temporary in use development 2-story townhomes adjacent to nature. the park reduces the potential for Operations adverse shading effects compared Visual Character The extensive public investment The visual character of the to Alternative 3. under the Planned Action Potential Sunset Terrace Indirect/C'umulative While redevelopment of the Redevelopment of the Sunset Alternatives would result in Redevelopment Subarea would public facilities discussed under Terrace housing facility would be widespread changes to the visual change from its current state to a the various alternatives would be a localized action,but additional character of the Planned Action pedestrian-oriented community a coherent effort,private private development is Study Area affecting about 40%of with a mix of residential,ground- development throughout the anticipated to occur in response parcel acres.Private development floor commercial,and community study area would occur to this public investment,and would take full advantage of the uses linked by public spaces and piecemeal.Individual private each private development project current development regulations, landscaped pedestrian pathways. developments are likely to be of would contribute to the overall resulting in a transition to a The Preferred Alternative concept higher density,greater height,and transformation of the area's mixed-use,pedestrian-oriented would focus less residential a different architectural style than aesthetic character. neighborhood. development in the subarea than existing development,and have The application of adopted design Alternative 3,making room for a• the potential to create temporary standards as new construction larger neighborhood park aesthetic conflicts where they are gradually replaces older buildings located adjacent to older would result in an overall structures.Over time,as more improvement of the visual properties redevelop,the environment in the Planned temporary conflicts would be less Action Study Arm frequent and less noticeable. Height and Bulk The subarea would experience Building height and bulk within moderate increases in height and the Potential Sunset Terrace Unavoidable Adverse Impacts bulk over existing conditions. Redevelopment Subarea would Heights would range from two to range from one to four stories. With the application of adopted development regulations and recommended mitigation measures, four stories,and buildings would The Preferred Alternative, no significant unavoidable adverse aesthetic impacts are anticipated. generally be located closer to the however,would provide much street than under current more park space than Alternative Mitigation Measures conditions.The tallest building 3,providing a sense of openness heights under the Preferred to the Sunset Terrace site.In Table 24. Aesthetic Mitigation Measures Alternative would occur on addition,buildings on the site property zoned Center Village. would be arranged to place 2- Potential Sunset Terrace Redevelopment story townhomes adjacent to the Planned Action Study Area Subarea park and taller multifamily In both the Planned Action Study Area and Potential See Planned Action Study Area. residential buildings along NE Sunset Terrace Redevelopment Subarea,mitigation Planned Acilon OrEtronce 36 amrhment a:MMaation Document Planned Action Ordinance 37 AhaNmenr B:Meiaation Documem ORDINANCE NO.5610 ORDINANCE NO.5610 Potential Sunset Terrace Redevelopment Potential Sunset Terrace Planned Action Study Area Subarea Type of impact Planned Action Study Area Redevelopment Subarea measures will be necessary to minimize impacts consideration of historc and associated with increased height bull,and shading archaeological sites and/or Future development occurring under any of the - features. alternatives shall conform to the Renton Municipal Operations,Indirect,and Development could occur on or Future development in the Code design standards,including but not limited to Cumulative Irnpacts near parcels in the Planned Action subarea would have no impact the following: Study Area that contain any known National Register of .Urban design standards contained in RMC 4-3- previously identified or unknown Historic Places(NRHP)-eligible 100, cultural resources.This archaeological or historic .Residential Design and Open Space Standards development would likely involve resources,and the likelihood of contained in RMC 4-2-115,and - ground disturbance and impacts on unknown cultural .Lighting Standards contained in RMC 4-4-075. modifications to buildings and resources is considered low. As described in RMC 4-3-100133,portions of the - structures,which could result in a Planned Action Study Area do not currently lie - potentially significant impact on within an established Urban Design District most cultural resources.Because of the notably those properties north of NE 16th Street potential to impact unknown and west of Kirkland Avenue NE,where the family cultural resources,a detailed village proposed under the Planned Action review of potential impacts on Alternatives would be located.To ensure that future cultural resources would be redevelopment exhibits quality urban design,the required on a project-specific City should consider either including this area in basis. Design District D or creating a new design district for this purpose.Prior to the enactment of new Unavoidable Adverse impacts design standards,the City may condition development north of NE 16th Street to meet The impacts on cultural resources caused by new development associated with any alterative could appropriate standards of Design District D in RMC 4- be significant and unavoidable,depending on the nature and proximity of the proposed 3-100. development project Implementation of mitigation measures set forth in Draft EIS Section 4.13.2 as amended in the Final EIS would identify potential impacts on cultural resources,at which point Nexus measures to reduce them to less than significant could be taken. City of Renton Comprehensive Plan Mitigation Measures RMC Title 4 Chapter 2 Zoning Districts—Uses and Standards RMC 4-3-100 Urban Design Regulations Table 26. Historic/Cultural Mitigation Measures Potential Sunset Terrace Redevelopment RMC 4-4-075 Lighting,Exterior On-Site Planned Action Study Area Subarea - In the event that a proposed development site Since no native"A"horizon was identified at the 13. Historic/Cultural within the study area contains a building at Edmonds-Glenwood site and throughout he least 50-years of age that is not listed in or Sunset Terrace public housing complex,no Significant Impacts determined eligible for listing in the National further archaeological investigations are Register of Ilistoric Places[NRHP)or recommended for these areas.Although a Washington Heritage Register WHR the buried,native"A"horizon was identified on Table 25. Historic/Cultural Impacts — _ project shall be required to undergo review to RHA's Piha site(east of Harrington Avenue NE), Potential Sunset Terrace determine if the property is considered eligible the potential for an archaeological discovery is Type of Impact Planned Action Study Area Redevelopment Subarea for listing. very low.The project should proceed with no further archaeological investigations.If Construction Typical project impacts that could No significant cultural resources It Is recommended that the City adopt a archaeological materials are discovered during disrupt or adversely affect are known to exist in the Potential historic preservation ordinance that considers ground disturbing excavations,the contractor cultural resources in the Planned Sunset Terrace Redevelopment the identification and treatment of historic shall halt excavations in the vicinity of the find Action Study Area include Subarea. resources listed in or determined eligible for 8 and contact DAHP. demolition,removal,or listing in the NRUP or WHR,or locally If human skeletal remains are discovered,or if substantial alteration without designated.Until such time an ordinance is during excavation archaeological materials are Planned Actin ordinance 38 —hmml a:Mitigation no[emenl planned Action ordinance 39 —hment 6:Milpnon DoeumeeR ORDINANCE NO.5610 ORDINANCE NO.5610 Potential Sunset Terrace Redevelopment 14. Transportation Planned Action Study Area Subarea adopted,the City must enter into consultation uncovered,the proponent will immediately stop Significant Impacts with DAHP regarding potential impacts on work and notify agencies as outlined in the historic resources in the study area that are Unanticipated Discovery Plan provided in Draft Table 27. Transportation Impacts listed in or determined eligible for listing in the EIS Appendix j and as amended by Final EIS NRHP or WHR. Chapter 4(and provided as Attachment 1 of this Attachment B).If the project would disturb an Potential Sunset Terrace For future projects that involve significant Type of Impact Planned Action Study Area Redevelopment Subarea . excavation in the stud area the City must archaeological resource,the City shall impose Y ty any and all measures to avoid or substantially Construction Potential impacts that could result Same as Planned Action Study enter t consultation with Washington Stale from construction activities Area Departmeme nt of Archaeology and Histori lessen the impact If avoidance of the c archaeological resource is not possible,an include increased traffic volumes, Preservation(DAHP)to determine the appropriate research design must be developed increased delays,detour routes, likelihood of and recommendations for and road closures. addressingpotential archaeological resources. and implemented with full data recovery of the . P � archaeological resource prior to the Lane closures in both directions of It may be necessary to complete archaeological development project The avoidance of NE Sunset Boulevard could be testing prior to significant excavation in the arc required duringconstruction study area,such as digging for footings or archaeological resources through selection roadwayimprovements utilities.Archaeological project monitoring project ectal gt alternatives and changes in design off associated with the Planned maybe recommended for subsurface Projectresource(s) features e(the specific area of the Y Action Alternatives.This excavation and construction in high affected resources)would eliminate the need g for measuring or mitigating impact& reduction in capacity would likely probability areas. increase travel times,and may - In the event that a future development project force reroutes through local in the study area is proposed on or streets. immediately surrounding site containing an Operations archaeological resource,the potential impacts Traffic Operations At Edmonds Avenue NE and NE Delay times in the subarea could on the archaeological resource must be 12th Street LOS F conditions are worsen slightly due to the considered and,if needed,a study conducted predicted in both 2015 and 2030. increase in trips generated,but by a qualified archaeologist to determine At Harrington.Avenue NE and NE intersections would likely operate whether the project would materially impact 12th Street LOS F conditions are better than the LOS D threshold. the archaeological resource.If the project expected in 2030. would disturb an archaeological resource,the Transit At both Edmonds Avenue NE and Same as Planned Action Study City shall impose any and all measures to avoid at or substantially lessen the impact If avoidance zones in both directions oftrloth Street,expanded bus Area ofthe archaeological resource is not possible, an appropriate research design must be would provide Urger waiting el developed and implemented with full data areas for transit users and would recovery of the archaeological resource prior be conveniently located near to the development project The avoidance of residential or retail land uses.Bus archaeological resources through selection of zones and existing bus stops could project alternatives and changes in design of include shelters with adequate project features in the specific area ofthe lighting and street furniture. affected resource(s)would eliminate the need Nonmotorized Planned Action Alternatives Same as Planned Action Study for measuring or mitigating impacts. include improved nonmotorized Area .Non-site-specific mitigation could include facilities such as bicycle lanes, developing an educational program,interpretive sidewalks,and marked displays,and design guidelines that focus on crosswalks.Design elements such compatible materials,and professional as bike route signage,bike storage publication& lockers,and bicycle detection at signalized intersections are Nexus ridership to promote bike ridership and safety. City of Renton Comprehensive Plan The Preferred Alternative includes a 5-foot-wide eastbound Planned Aalon Ordinance 40 Atratliment B:MRigation e¢ummt Planned Mbon 0ldlnance 41 nmchmeM 9:Mldratbn DocurneM . t � • r ORDINANCE NO.5610 - ORDINANCE NO.5610 Potential Sunset Terrace Unavoidable Adverse Impacts Type of Impact Planned Action Study Area Redevelopment Subarea bicycle lane,rather than bicycle The alternatives are expected to contribute to a cumulative increase in traffic volumes within the lanes in both directions(as in study area,which could degrade some roadway operations.The increase in traffic volumes due to Alternative 3). activities in the study area is considered unavoidable,but the roadway operation and LOS can be Sidewalk connections from mitigated to meet applicable LOS standards. NE Sunset Boulevard to side streets would be improved, strengthening the connectivity Mitigation Measures between the residential areas and Table 28. Transportation Mitigation Measures NE Sunset Boulevard.To improve safety for pedestrians crossing the ---- roadways,the Preferred Potential Sunset Terrace Redevelopment Alternative includes special Planned Action Study Area Subarea paving at crosswalks and Operational Mitigation No permanent mitigation measures are intersections. Planned Action applicants shall pay a Transportation recommended within Potential Sunset Terrace Sustainability The Planned Action Alternatives Same as Planned Action Study Impact Fee as determined by the Renton Municipal Redevelopment Subarea.The intersection score a minimum of 33 with a Area Code at the time of payment,payable to the City as operations under action alternatives are maximum of up to 99 out of 118 specified in the Renton Municipal Code. expected to be within the LOS D threshold. points in the Greenroads metric, Planned Action applicants shall provide a traffic During construction,mitigation measures are therefore,the alternatives meet analysis estimating trips generated by their those described for the Planned Action Study the minimum Greenroads proposed developmentand demonstrate Area.Flaggers,advance warning signage to certification level and could conformance with the Planned Action Ordinance trip alert motorists of detours or closures,and achieve the highest level of ranges and thresholds in Section 3(d)(4)as well as reduced speed zones would likely benefit certification. demonstrate conformance with the City's traffic operations. The Planned Action Alternatives concurrenry requirements in RMC 4-6-070.When demonstrated by an applicant's analysis that score Equity" sectioronglyn in the'Access operational LOS standards reviewed in the EIS are and Equity"sectionio the exceeded at the following locations,intersection Greenroads evaluation,as improvements shall be made by planned action improving access for pedestrians, applicants as appropriate to meet LOS D and in bicyclists,and transit users are important elements of this conformance with the City's street standards in RMC 4-6-060: alternative. Edmonds Avenue NE and Nli 12th Street:an The Planned Action Alternatives additional southbound left-cum pocket and typically include higher levels of westbound right-turn pocket would improve improvements or higher quality of operations to LOS F.,while added pedestrian-and improvements such as wider bicycle-oriented paths or multi-use trails to sidewalks,wider planting areas, encourage mode shifts would likely Improve and special paving. operations to LOS D. Indirect and Cumulative Growth would increase in Same as Planned Action Study .At the Harrington Avenue NE and NE 12th Street comparison to Comprehensive Area intersection:the eastbound and westbound Plan land use estimates;however, approaches could be restriped to increase the the Planned Action Alternatives' number of lanes and,therefore,the capacity of the operational analysis is based on a Intersection.With implementation,this model thataddresses growth intersection would improve to LOS D. cumulatively on the City's current Construction Mitigation and planned roadway system and any operational deficiencies can Temporary mitigation during construction may be be mitigated to meet City of necessary to ensure safe travel and manage traffic delays.The following mitigation measures shall be Renton thresholds, implemented prior to or during construction within the Planned Action Study Area. Prior to construction: Planned A,,tj.Ordinance 42 AtM1rnment a:Mrogatan eorument Planned Action Ordinance 43 Attxhmenta:M¢itemn omme,u ORDINANCE NO.5610 ORDINANCE NO.5610 Potential Sunset Terrace Redevelopment Nexus Planned Action Study Area Subarea Renton Comprehensive Plan o Assess pavement and subsurface condition of roadways being proposed for transport of RMC 4-6-060 Street Standards construction materials and equipment Ensure pavement can support loads. Adequate pavement quality would likely 15. Parks and Recreation reduce the occurrence of potholes and would help maintain travel speeds. Significant Impacts o Alert landowners and residents of potential c Table 29. Parks and Recreation Impacts construction.Motorists may be able to adjust schedules and routes to avoid construction areas and minimize Potential Sunset Terrace - Type oflmpact Planned Action Study Area Redevelopment Subarea disruptions. Construction Construction could temporarily No parks and recreation facilities o. Develop traffic control plans for all affected disrupt pedestrian access to exist in this subarea and no roadways.Outline procedures for existing park properties.Active construction impacts are maintenance of traffic,develop detour plans, construction sites also represent anticipated. and identify potential reroutes. opportunities for creative play o Place advance warning signage on roadways and attractive adventure for surrounding construction locations to young people in the community. minimize traffic disturbances. Operations Although there is an increase in With Alternative 3,portions of During construction: community park acreage there Harrington Avenue NE right-of- would continue to be a deficiency way within the subarea would be o Place advance warning signage on NE in neighborhood and community converted to 0.25 acres of passive Sunset Boulevard and adjacent arterials to park acreage in the Planned open space. warn motorists of potential vehicles Action Study Area.Deficiencies Under the Preferred Alternative, entering and exiting the roadway.Signage are less than for the Preferred Sunset Court Park would be could include"Equipment on Road,""Truck Alternative than Alternative 3 relocated to the Sunset Terrace Access,"or"Slow Vehicles Crossing." which has a similar population Subarea.Additionally,this park but less proposed park facilities. would be expanded from 0.5 acres State Department of Transportation o Use pilot cars dictated by the Washington Ballfield and sport court LOS to 2.65 acres and would have a (WSDOT). standards are applied citywide; vacation of Harrington Avenue NE thus a lack of such facilities within similar to Alternative 3.This o Encourage carpooling among construction the Planned Action Study Area or increases the acreage in workers to reduce traffic volume to and the Potential Sunset'rerrace neighborhood park land for this from the construction site. Redevelopment Subarea does not subarea and the Planned Action o Employ flaggers,as necessary,to direct indicate an LOS deficiency. Study Area. traffic when vehicles or large equipment are - NE Sunset Boulevard would be Additionally,a library would be entering or exiting the public road system to improved to include bike lanes, constructed in the subarea. minimize risk of conflicts between trucks intersection improvements,and and passenger vehicles. sidewalks,providing a more walkable corridor and more o Maintain at least one travel lane at all times, direct access between residential if possible.Use flaggers to manage areas and park land . alternating directions of traffic.Iflane Indirect Indirect impacts are expected to Facility deficiencies in this closures must occur,adequate signage for mostly fall on the City's regional subarea would also likely lead to potential detours or possible delays should be posted and tommunitywide parks and spillover demand for active recreation facilities.For example, playfields for team sports in other o Revisit traffic control plans as construction as the population increases in the parts of Renton as well as in occurs.Revise traffic control plans to Planned Action Study Area,there surrounding communities. improve mobility or address safety issues if will be a growing deficiency of necessary. Neighborhood and Community �ttaNmemt B:M -Document VIdDDeO Acton OrdIDBDex � Pltachment B:..P..Docvmerrt VIBDDBd ACtIOD OrdIDBDce 45 a18 ORDINANCE NO.5610 ORDINANCE NO.S610 Potential Sunset Terrace Planned Action Study Area Potential Sunset Terrace Redevelopment Subarea Type ofimpact Planned Action Study Area Redevelopment Subarea development codes that would provide for Parks.Due to proximity,those payment of a fee-in-lieu for required common demands would likely be open space.As proposed,the fee-in-lieu displaced to nearby regional option could be executed when development facilities such as Gene Coulon sites are located within 0.25 mile of a public Park as well as in surrounding park and when that park can be safely communities. accessed by pedestrians.The City's package of Cumulative Increased demands for park and Same as Planned Action Study amendments also includes park impact fees. recreation facilities and services Area generated by the forecast • The City and Renton School District could develop ajoint-use agreement for public use population growth under each of of school grounds for parks and recreation the alternatives would add to purposes during non-school hours.Joint-use those created by general agreements between the City and Renton population growth throughout the School District could also be used to,at least Renton community. partially,address the LOS deficiencies in existing recreation facilities. Unavoidable Adverse Impacts The City could add parks and recreation Under studied alternatives for the Planned Action Study Area and Potential Sunset Terrace facilities such as: Redevelopment Subarea,there would be an increased demand for parks and recreation facilities. o The City could convert current public With the application of mitigation measures,no significant unavoidable impacts are anticipated. properties no longer needed for their current uses to parks and recreation uses, such as the Highlands Library that is Mitigation Measures - intending to move and expand offsite. Table 30. Parks and Recreation Mitigation Measures Draft EIS Figure 4.15-2 shows properties in public use. Planned Action Study Area Potential Sunset Terrace Redevelopment Subarea o The City could purchase private property During construction,impacts adjacent to or in With the prevalence of public facilities in the for parks and recreation use.An efficient parks within the Planned Action Study Area,such Planned Action Study Area as a whole,and the means would be to consider In in as an increase in noise,dust,and access addition of a central park and a library in the the vicinity of existing parks and limitations,shall be mitigated as per a Potential Sunset Terrace Redevelopment recreation facilities or where additional construction mitigation plan developed by Subarea,there is opportunity to manage the population growth would be greatest. Planned Action applicants and approved by the current facilities in a manner I hat maximizes Draft EIS Figure 4.15-2 shows locations City. their beneficial parks and recreation uses for where future demand could be greater Planned Action Applicants shall pay a Parks and future population growth.The mitigation anti where the City could focus acquisition Recreation Impact fee as determined by the measures proposed for the Planned Action Study efforts. Renton Municipal Code at the time of payment, Area shall apply to the Potential Sunset Terrace payable to the City as specified by t he Renton Redevelopment Subarea. Nexus Municipal Code. The following four mitigation measures would Renton Comprehensive Plan help improve the availability or access to parks and recreation facilities in the Planned Action Parks,Recreation,Open Space and Natural Resources Plan Stu ly Area. The City is initiating a parks,recreation,open 16. Public Services space and natural resources plan for completion in 2011.That plan could identify Significant Impacts alternative LOS standards and parks and ' recreation opportunities inside or outside of Table 31. Public Services Impacts the Planned Action Study Area that could serve the local population. Potential Sunset Terrace The City is considering amendments to its Type of Impact Planned Action Study Area Redevelopment Subarea Planned ANon Ordinance Attachment B'.Mltigatnn OocumeM Planned Amon Ordinance 47 Aead,menl a:MRlpY,n eowment - ORDINANCE NO.5610 ORDINANCE NO.5610 Potential Sunset Terrace Potential Sunset Terrace Type of Impact Planned Action Study Area Redevelopment Subarea Type of Impact Planned Action Study Area Redevelopment Subarea Construction accommodated as part of the Police The Renton Police Department Same as Planned Action Study range of social services provided could experience an increase in Area at the family village. calls for service related to Solid Waste Planned Action Alternatives Same as Planned Action Study construction site theft,vandalism, would result in construction- Area or trespassing relating to related waste generation. construction. Library When the library is relocated, Same as Planned Action Study Fire and Emergency Medical Construction impacts on fire Same as Planned Action Study - library services may be Area Services protection and emergency Area temporarily unavailable in the medical services could include study area,but services would be increased calls for service related available at other branches. to inspection of construction sites Operations and potential construction-related Police Applying the Renton Police Applying the Renton Police injuries. Department staffing per Department standard to the Education The McKnight Middle School No impact population standard to the anticipated population increase expansion would occur similar to anticipated population increase would account for 1.0 tol.8 of the other alternatives.In addition, would result in a need for an approximately 8.6 to 9.3 changes would occur at the estimated 8.6 to 9.3 additional additional police officers to Hillcrest Early Childhood Center police officers to address increase address population growth study and the reconfigured Hillcrest in service calls related to growth. area. Early Childhood Center would be Fire and Emergency Medical Applying the fire service's staffing Applying the fire service's staffing part of a family village concept g cYi git g that would include recreation and Services ratio to growth in the study area ratio m growth in the study area housing.The expansion of would result it the need for r to the population growth of in this McKnight Middle School is not time a equivalents to1.3 firefighter full- subarea would result in the need time equivalents(FTEs) for less than 0.14 to 0.2 of the 1.2 expected to disrupt student compared to existing conditions to1.3 firefighter FTEs needed in attendance at the campus, to maintain the City's existing the overall Planned Action Study Health Care There may be temporary changes Same as Planned Action Study staffing ratio. Area to maintain the Cit/s to nonmotorized and motorized Area - existing staffing ratio. access to health care services Education Population growth would result in Population growth would result in during infrastructure an increase in approximately 526 approximately 60 to 107 construction(e.g.,NE Sunset to 567 students in the Renton additional students compared to Boulevard),but alternative routes School District compared to existing conditions.It is would be established. existing conditions.The district's anticipated that this additional Social Services There may be temporary changes Redevelopment of the Sunset planned opening of Honey Dew increment of students would be to nonmotorized and motorized Terrace housing development Elementary,as well as accommodated by the district's access to social services during would displace the existing on- construction of additions to planned capital improvements, infrastructure construction(e.g., site community meeting space McKnight Middle School and including opening Honey Dew NE Sunset Boulevard),but that is currently used for on-site Hazen High School,would Elementary,expansion of alternative routes would be social service programs.However, accommodate this increase in McKnight Middle School,and established. the space would be replaced student population. redeveloping the Hillcrest Early Construction at the Hillcrest Early onsite or nearby with a larger and New students within the study Childhood Center which would Childhood Center as part of the more modern facility,and with area would include a higher than provide additional student family village redevelopment, appropriate phasing of average number of students capacity in addition to early would require relocation ofthe development,disruption to on- speaking English as a second education programs that Friendly Kitchen weekly meal site social service programs can language,increasing demands on currently exist on the site. program that meets at that site. be minimized or avoided. the district's English language The Friendly Kitchen program Learners Program. would either be relocated Health Care Increase in study area population Based VMC's existing ratio of permanently as a part of the would increase the need for hospital beds to district redevelopment or may be Planned Action Ordinance 48 Atuthment a:MMretion Document Planned Action Ordinance 49 A ment 9:M"'t.twn Docment e t � • . a i i • ORDINANCE NO.5610 ORDINANCE NO.5610 Potential Sunset Terrace Potential Sunset Terrace Type oflmpact Planned Action Study Area Redevelopment Subarea Type ofimpact Planned Action Study Area Redevelopment Subarea hospital beds in the Valley population,the anticipated _ _ update_ Medical Center(VMC)service population increase would result area by approximately 4.1 to 4.4 in a small increase of Unavoidable Adverse Impacts beds,based on the current ratio of approximately 0.5 to 0.8 hospital hospital beds to district service beds of the total assumed for the Demand for public services will continue to increase in conjunction with population growth.With area population.Additional entire study area. advanced planning and implementation of mitigation measures,no significant unavoidable adverse population growth may also result in increased demand at impacts related to police,fire/emergency medical,education,health care,social services,solid VMC's nearby primary care and waste,or library services are anticipated. urgent care clinics. Social Services Planned Action Alternatives The subarea's new affordable Mitigation Measures include major public investments, housing development for seniors which could expand upon or would include enriched senior Table 32. Public Services Mitigation Measures enhance social services in the services on site,including elder study area.Among the key day-health for off-site patients in Planned Action Study Area Potential Sunset Terrace Redevelopment Subarea components outside of Potential a 12,500-square-foot space on the Police Police Sunset Terrace Redevelopment northeastern vacant RI1A parcel. During construction,security measures shall be Mitigation measures described for the Planned Subarea is development of a The increased population of implemented by developers to reduce potential Action Study Area also apply to this Subarea. family village in the North affordable housing and,in criminal activity,including on-site security Fire and Emergency Medical Services Subarea. particular,affordable senior surveillance,lighting,and fencing to prevent Mitigation measures described for the Planned housing would increase the public access.Such measures shall be detailed in Action Study Area also apply to this Subarea. demand for social services, a construction mitigation plan prepared by including senior services Planned Action Applicants and approved by the Education accessible to the subarea. City. No mitigation measures are necessary or Additional community space at Planned Action applicants shall design street Proposed. the family village,would be layouts,open space,and recreation areas to Ifealth Care located outside but nearby the promote visibility for residents and police.Street No mitigation measures are necessary or subarea. and sidewalk lighting would discuurage theft and proposed. Solid Waste Solid waste generation is Solid waste generation from the vandalism,and enhance security. Social Services expected to increase by around subarea would increase by about Fire and Emergency Medical Services RHA's provision of community space that could 129,689 to 139,000 pounds per 14,750 to 9,300 pounds per week Developers will construct all new buildings in be used for social services or community meeting _ week compared to existing compared to existing conditions. compliance with the International Fire Code and space for community organizations would serve conditions.A portion of this waste A percentage of this waste would Renton Development Regulations(RMC Title 4), as mitigation.See the discussion under the stream would be diverted to be diverted to recycling. including provision of emergency egress routes Planned Action Study Area. recyclables. and installation office extinguishing and smoke RHA should maintain a community meeting space Library Services Anticipated growth would create Anticipated growth in the subarea detection systems.All new buildings will comply within or near the subarea during construction a demand for an additional 1,940 would account for approximately with accessibility standard for people with phase of Sunset Terrace redevelopment that to 2,079 square feet of library 221-397 square feet of fibrary disabilities,per the requirements of the allows for on-site social service programs to space compared to existing facilities to meet the growth in Americans with Disabilities Act continue to meet within the subarea. conditions. demand. Planned Action applicants shall pay a Fire Impact Solid Waste Indirect and Cumulative All alternatives increase growth Same as Planned Action Study Fee as detennined by the Renton Municipal Code Mitigation measures described for the Planned above existing conditions and Area at the time of payment,payable to the City as Action Study Area also apply to this Subarea. would add to a citywide increase specified in the Renton Municipal Code. Public Library in demand for public services; Education The King County Library System should continue however,the alternatives are During renovation of the Hillcrest Early Childhood to monitor growth within its geographic clusters, accommodating an increment of Center,the Renton School District shall provide and adjust plans for facility sizing and spacing growth already anticipated in the temporary transportation or take other according to shifting trends in population growth. Comprehensive Plan at a citywide equivalent measures to ensure accessibility of the level,and planned growth to the early education program to area children who year 2031 will be addressed in the attend the program. City's 2014 Comprehensive Plan Since the school district typically plans for a Planned Action 0,d—m so Anxamen18:Mayatbn DwurcN Planned Actl0n Ordinance 51 Aoacamnt 8:Mltkallon Document ORDINANCE NO.5610 ORDINANCE NO.5610 Planned Action Study Area Potential Sunset Terrace Redevelopment Subarea Planned Action Study Area Potential Sunset Terrace Redevelopment Subarea shorter-term horizon than the 20 years Planned Action Study Area,focused on alleviating envisioned for the Planned Action,the district will - poverty,and addressing the needs of some of the continue to monitor student generation rates into more predominant demographic groups found the future and adjust its facility planning within the Planned Action Study Area—seniors, accordingly.The district will continue to individuals living with disabilities,those speaking implement existing plans to expand permanent English as a Second Language,and youth. student capacity at area schools.In addition,the Solid Waste district may utilize portable classrooms or shift The City shall require development applicants to attendance boundaries to address student consider recycling and reuse of building materials capacity issues that arise on a shorter term basis. when redeveloping sites,and as part of their The district will also continue monitoring growth application explain what measures are included. in the number of English Language Learner The City may condition Planned Action students in the distric4 and plan additional applications to incorporate feasible recycling and - capacity in that program to meet growing reuse measures. demands for that service,particularly in schools - Public Library with high percentages of English Language Learners,such as Highlands Elementary. The King County Library System should continue to monitor growth within Its geographic clusters, The school district imposes a school impact fee for and adjust plans for facility sizing and spacing new residential construction.This funding source according to shifting trends in population growth. can be used to help provide expanded school facilities needed to serve the growth anticipated under all alternatives(RMC 4-1-160). Nexus Health Care - Renton Comprehensive Plan There are no mitigation measures needed or proposed for health care due to the negligible RMC Title IV Chapter 1 Administration and Enforcement change in the number of beds. Social Services RMC Title IV Chapter 5 Building and Fire Prevention Standards The City's planned improvements to the streetscape and transit facilities that make 17. Utilities walking,bicycling,and taking transit more viable modes of transportation would improve accessibility of social services located outside the Significant Impacts Planned Action Study Area to area residents. BHA,Renton School District,and the City should Table 33. Utilities Impacts work together to relocate the Friendly Kitchen Potential Sunset Terrace community feeding program when the Hiilcrest Type of Impact Planned Action Study Area Redevelopment Subarea Early Childhood Center campus,the current site of this program,is redeveloped as part of a family Construction Where new construction occurs, Same as Planned Action Study village.Relocation should occur at an accessible it is anticipated that existing Area location nearby to maintain service to the existing telecommunication lines would community that relies upon the Friendly Kitchen be removed,replaced,or services.If possible,Renton School District and abandoned in place. RHA should incorporate space for the Redevelopment would require continuation of the Friendly Kitchen Program coordination with service within the family village. providers regarding the location - RHA and the City should consider developing a of proposed structures,utilities, community center facility as part of Sunset and site grading. Terrace redevelopment or the family village To accommodate the required development or at another location in the Planned demand and capacity for water Action Study Area.The center would provide an and sewer services for new accessible on-site space for a comprehensive development and redevelopment range of social services for residents in the in the study area,existing water and sanitary sewer lines would Planned Action Ordinance 52 Act Nm B:MaIBBtbn Document Planned Action Ordinance 53 —ch.e:Malgtl Document ORDINANCE NO.5610 ORDINANCE NO.5610 Potential Sunset Terrace Potential Sunset Terrace Type of Impact Planned Action Study Area Redevelopment Subarea Type of Impact Planned Action Study Area Redevelopment Subarea be abandoned in place or commercial development The subarea is not adequate for removed and replaced with new capacity of the existing water multistory development and/or and larger lines.New and larger distribution system to meet these for development with fire water and sewer mains would be higher fire flows is inadequate if sprinkler systems.New water installed in existing and/or future system improvements are not mains extended from the higher- dedicated public rights-of-way or constructed. pressure 565 pressure zone within dedicated utility system to service the subarea easements to the City,and would would need to be phased to connect with the existing accommodate growth. distribution network Existing Wastewater The increase in wastewater load The increase in wastewater flow utility lines would continue to for the Planned Action Study Area in this subarea is 0.05 to 0.10 service the site during is 0.59 to 0.63 million gallons per million gallons per day.Similar to construction,or temporary day. the Planned Acton Study Area, bypass service would be implemented until the This increase in wastewater load no impacts on the interceptors distribution or collection system is not expected to affect the that provide conveyance from the is complete and operational. wastewater interceptors that subarea are expected,but the provide conveyance of increased sewer load could Operations wastewater from the Planned impact local sewers within the Telecommunications Increased capacity requirements Same as Planned Action Study Action Study Area but it could subarea. with increased levels of Area increase surcharging that is population and commercial currently experienced and activity in each of the alternatives observed within the Planned could require new fiber within - Action Study Area. the Planned Action Study Area Indirect and Cumulative Demands on utilities would Same as Planned Action Study and coordination with increase as a result of cumulative Area telecommunication providers as development No significant development occurs should be cumulative impacts are performed so that appropriate anticipated as long as the facilities can be planned. replacement of water and sewer infrastructure is properly planned,designed,and constructed,and funding strategies are identified and approved by City Council. Water The increase in the average daily The increase in ADD for this demand(ADD)is projected to be subarea is 0.05 to 0.09 million Unavoidable Adverse Impacts 0.56 to 0.59 million gallons per gallons per day.The increase In day within the Planned Action the peak daily demand(PDD)for .All studied alternatives are anticipated to increase demand for water,wastewater,and Study Area. this subarea is 0.09 to 0.16 telecommunication services.Increased growth in the Planned Action Study Area has the potential to The growth projected would million gallons per day. exacerbate existing water and wastewater system deficiencies.However,with application of increase the storage The primary significant impact of mitigation measures,no significant unavoidable adverse impacts are anticipated. requirements for the Highlands subarea development on the 435 and S65 pressure zones and water distribution system would Mitigation MBi35UreS further increase the existing be related increased fire-flow storage deficit in the Highlands requirements.These increased 435 pressure zone.In addition, fire flow requirements are Table 34. Utilities Mitigation Measures the development that is projected substantial and cannot be met by — for the Planned Action Study Area the existing distribution system Planned Acton Study Area Potential Sunset Terrace Redevelopment Subarea would increase the fire-flow serving the subarea.Water Water Water requirements with more system pressure provided by the To mitigate the current and projected water The mitigation measures that are required in the multifamily development and 435 pressure zone within the storage deficit in the pressure zones that serve Potential Sunset Terrace Redevelopment Subarea Planned Action Ordinance 54 Atlad,ment B'.Maigatbn eorumen[ Planned Action Ordinance 55 —h—B:witawn Document ORDINANCE NO.5610 ORDINANCE NO.5610 Planned Action Study Area Potential Sunset Terrace Redevelopment Subarea Planned Action Study Area Potential Sunset Terrace Redevelopment Subarea the study area,the City completed the are similar to those noted for the Planned Action below. construction of the 4.2-million-gallon Hazen Study Area.The water storage deficit would be met A 12-inch-diameter pipeline loop shown in Reservoir in the Highlands 565 pressure zone. with an increase in storage at the existing Highlands Draft EIS Section 4.17,Figure 4.17-1 was in March 2009.The City also completed a water Reservoirs site,and fire-flow requirements would developed to extend the highlands 565 distribution storage feasibility study to develop require the new 12-inch-diameter pipe loop pressure zone into the existing Highlands 435 conceptual options and planning level cost throughout this subarea and realignment of the pressure zone.This 12-inch-diameter loop was estimates for expanding the storage capacity at Highlands 435 and Highlands 565 pressure zones. also extended north of NE 12th Street in the two existing City-owned sites:the Highlands As noted previously,the City has recently installed a existing Highlands 565 pressure zone to Reservoirs site and the Mt Olivet Tank site new 12-inch-diameter main for development improve the conveyance capacity throughout (HDR,Inc 2009).Financial strategies for the adjacent to this subarea,and as development occurs the Planned Action Study Area.This 12-inch- planning,design,and construction of the in the subarea,the pipe network would need to be diameter loop improvement builds on the City's storage-capacity expansion have not been extended to serve the development A more detailed recent extension of the Highlands 565 pressure determined at this time. discussion of needed system improvements is zone into the highlands 435 pressure zone to To mitigate the fire-Row requirements for the provided in Attachment 2.Wastewater Collection support fire-How requirements for the proposed level of development and The sewers within the Potential Sunset Terrace Hand ngton Square Development redevelopment within the Planned Action Study Redevelopment Subarea are also identified for In addition to the 12-inch-diameter pipe loop Area,larger diameter(12-inch)piping is replacement based on age and condition in the shown in Draft EIS Section 4.17,Figure 4.17-1, required throughoutthe Planned Action Study City's Long Range Wastewater Management Plan. additional piping improvements for each Area to convey the higher fire-Row Based on the increased wastewater load within the development served from the 12-inch-diameter requirements.The new water mains will be Potential Sunset Terrace Redevelopment Subarea, loop are expected to be required to provide looped for reliability and redundancy of service, the local sewers may need to be replaced with sufficient fire Row and pressure throughout as required by City policies and water design upsized pipe to manage the increased wastewater each development The sizing and layout of this standards.The larger mains will be installed load from the subarea.A more detailed discussion of additional piping will depend on the within the dedicated right-of-way in a north-to- needed sewer system improvements is provided development layout,but will require that the south and east-to-west grid-style water system Attachment 2. development piping be looped around buildings Additional mains within the development sites and be sufficient in size to maintain the fire- will also be required to provide water to - flow requirements of the development hydrants and water meters,and should be Planned Action Applicants shall implement looped within the development site around improvements required for water service and buildings.To provide the water pressure fire Row consistent with City standards in RMC requirements for multistory buildings and to Title 4 Chapter 6 and RMC 4-5-070 support the pressure requirements for fire International Fire Code and Fire Prevention sprinkler systems,the new water mains will be Regulations.Planned Action applicants shall connected to the higher-pressure Highlands also demonstrate compliance with RMC 4-1- 565 pressure zone.The options to address fire 180 Charges for Equitable Share of Public Row within the Planned Action Study Area are Works Facilities. further described below. Wastewater Collection The Highlands 565 pressure zone typically has enough pressure to meet the pressure needs for The local wastewater collection system n the fire-flow requirements for the proposed Planned Action Study Area is scheduled for development and redevelopment in the replacement based a age and condition as Planned Action Study Area,but is limited in noted in the CityagRenton Long Range providing the fire-flow rate due to the size of Wastewaterhe Management Plan(City a Renton the existing water mains that are generally 2f their The local sewers have reached the end smaller than 12 inches in diameter.The of their useful life and have been identified as Highlands 435 pressure zone operates at lower high priority replacements due to leaks and pressures and has smaller-diameter pipes in current surcharging.However,the increased _ wastewater load with the development in the this area ofthe pressure zone and,therefore, Planned Action Study Area could require that cannot meet both the pressure requirements and the fire-flow capacity(flow)requirements. the local sewers be replaced with larger The options developed to remedy fire-flow and diameter pipe provide sufficient capacity to pressure inadequacies are shown in Draft EIS the wastewaterr interceptors that serve the Section 4.17,Figure 4.17-1 and summarized Planned Action Study Area.The locations where lines would be improved are identified in Draft Planned Action Ordinance 56 AttaNmml g:Mrtigalbn Document Planned Action Ordnance 57 Attachment g:Maigarbn Document ORDINANCE NO.5610 ORDINANCE NO.5610 Planned Action Study Area Potential Sunset Terrace Redevelopment Subarea F.IS Section 4.17. Pursuant to RMC 4-6-040.0,any facility Attachment 1: Draft EIS, Cultural Resources Appendix J, improvements identified by the current adopted long-range wastewater management Plan and Procedures for Dealing with the Unanticipated plan(comprehensive sewer system plan)that are not installed or in the process of being Discovery installed must be constructed by the property owner(s)or developer(s)desiring service. Plan and Procedures for Dealing with the Unanticipated Discovery of Human Planned Action applicants shall also P Skeletal Remains or Cultural Resources duringRedevelopment of the Edmonds- demonstrate compliance with RMC 4-1-160 Charges for Equitable share of Public works Glenwood Lot,Harrington Lot,and Sunset Terrace Public Housing Complex in Facilities. Renton,Washington Nexus Any human skeletal remains that are discovered during this project will be treated with dignity and Renton Comprehensive Plan respect RMC Title IV Chapter 1 Administration and Enforcement A. If any City of Renton employee or any of the contractors or subcontractors believes that he or RMC Title IV Chapter 6 Street and Utility Standards she has made an unanticipated discovery of human skeletal remains or cultural resources,all work adjacent to the discovery shall cease.The area of work stoppage will be adequate to provide for the security,protection,and integrity of the human skeletal remains,in accordance Advisory(Votes - with Washington State law.The City of Renton project manager will be contacted. B. The City of Renton project manager or the City of Renton representative will be responsible for The EIS identified potentially applicable federal,state,and local laws and rules that apply to Planned taking appropriate steps to protect the discovery.At a minimum,the immediate area will be Actions and that can serve to mitigate adverse environmental impacts.It is assumed that all secured to a distance of thirty(30)feet from the discovery.Vehicles,equipment,and applicable federal,state,and local regulations would be applied.The primary set of applicable local unauthorized personnel will not be permitted to traverse the discovery site. regulations is the Renton Municipal Code.A list of specific requirements included in Chapter 3 of the Draft EIS. C. If skeletal remains are discovered,the City of Renton will immediately call the King County Sheriffs office,the King County Coroner,and a cultural resource specialistor consultant qualified to identify human skeletal remains.The county coroner will determine if the remains are forensic or non-forensic(whether related to a criminal investigation).The remains should be protected in place until this has been determined. D. If the human skeletal remains arc determined to be nun-forensic,the King County Coroner will notify the Washington State Department of Archaeology and Historic Preservation.DAHP will take jurisdiction over the remains.'rhe State Physical Anthropologist will make a determination of whether the remains are Native American or Non-Native American.DAHP will handle all consultation with the Muckleshoot Indian Tribe as to the treatment of the remains. E. if cultural resources are uncovered,such as stone tools or Hakes,fire-cracked rocks from a hearth feature,butchered animal bones,or historic-era objects(e.g.,patent medicine bottles, milk tins,clay pipes,building foundations),the City of Renton will arrange for a qualified professional archaeologist to evaluate the find.Again,the cultural resources will be protected in place until the archaeologist has examined the find. F. If the cultural resources find is determined to be significant,the City of Renton cultural resource specialist/archaeologist or consulting archaeologist will immediately contact the Washington State Department of Archaeology and Historic Preservation and the Muckleshoot Indian Tribes PUnnedA wordinance 58 Anechmenl a:MayaWntMcu M Planned Action ordinance 59 Attachmen[6:MhINd�n Docvmenl ORDINANCE NO.5610 ORDINANCE NO.5610 to seek consultation regardingthe eligibility of any further discovery for inclusion in the National Register of Historic Places Attachment 2: Figure 3.17-1 Potential Subarea Utility CONTACT INFORMATION Improvements and Phasing Erika Conkling,AICP,Senior Planner City of Renton Department of Community and Economic Development Renton City Hall 1055 South Grady Way Renton,WA 98057 Phone:(425)430-6578 Stephanie Kramer Assistant State Archaeologist Department of Archaeology and Historic Preservation PO Box48343 1063 Capitol Way South Olympia,WA 98504-8343 Phone:(360)586-3083 King County Sheriffs Office Headquarters 516 Third Avenue,Room W-150 Seattle,WA 98104.2312 Phone:(206)296-4155(non-emergency) Laura Murphy Muckleshoot Tribe Cultural Resources 39015 172nd Avenue SE Auburn,WA 98092 Phone:(253)876-3272 Planned AR]Dn ordlnanm 60 Attachment O:Mhira..Docu Planned Action 0ldinanw bt A¢achmmt O:MBiBatun pocumenl ORDINANCE NO.5610 ORDINANCE NO.5610 New Mixed-Use Building Adjacent to New Library Water A new mixed-use community service/retail/residential structure is proposed adjacent to the new library between NE Sunset Boulevard,NE 10th Street,and Sunset Lane NE.It is reasonable to expect The mitigation measures that are required in the Potential Sunset Terrace Redevelopment Subarea that the combination of additional structure size and exposure(to the library)would mandate fire are similar to those noted for the Planned Action Study Area.The water storage deficit would be met flows for,this building in excess of 2,500 gpm.In that case,a looped system of mains from the 565 with an increase in storage at the existing Highlands Reservoirs site,and fire-flow requirements pressure zone would be required.This could be achieved by extending new mains from the existing would require the new 12-inch-diameter pipe loop throughout this subarea and realignment of the 12-inch-diameter main in NE Sunset Boulevard northwesterly on both Harrington Avenue NE and Highlands 435 and Highlands 565 pressure zones.As noted previously,the City has recently NE 10th Street to Sunset Lane NE.The loop could then he connected by installing a new 12-inch- installed a new 12-inch-diameter main for development adjacent to this subarea,and as diameter main in Sunset Lane NE from Harrington Avenue NE to NE 10th Street The existing water development occurs in the subarea,the pipe network would need to be extended to serve the main in Sunset Lane NE could then be abandoned in place.This new loop would be about 700 feet in development A more detailed discussion of needed system improvements is provided below. total length(Segment Bon Figure 3.17-1). Overview RHA's Piha Site Renton fire and building codes mandate minimum fire flows,durations,and pressure prior to Fire flows required for the PIHA site development have not been established.If the flow occupancy of new structures.In the case of the Potential Sunset Terrace Redevelopment Subarea requirement is 2,500 gpm or less,then it could be met by extending a new 12 inch main in NE 106 these mandated flows dictate substantial upgrades to the water distribution system.When the fire Street past the site to Harrington Avenue NE.The extension could either be from NE Sunset flow required for a new development exceeds 2,500 gallons per minute(gpm),the City also requires Boulevard(if the project precedes the mixed use development adjacent to the library).Or it could that the mains providing that fire flow be looped.Looped water mains provide more reliability and be from Sunset Lane NE,if the project occurs after the mixed use development adjacent to the higher pressures under fire-Flow conditions.City regulations also require installation of fire library.The length of pipe required from Sunset Boulevard would be about 500 feet;from Sunset hydrants along all arterials such as NE Sunset Boulevard. Line NE it would be about 350 feet.(Segment C on Figure 3.17-1) Taken together these code requirements would lead to a series of new water mains connected to the It is possible that required fire flows for the PIRA site would exceed 2,500 gpm.In that situation a 565 pressure zone and extended to the various redevelopment projects within the subarea.It is not looped main system would be necessary.There are multiple scenarios to meet the looping possible to predict the precise timing and sequencing of these redevelopment projects.The requirements.Those fire flow looping scenarios depend largely on the timing and sequencing of the following paragraphs illustrate one scenario of water main sequencing that could meet fire-Flow PISA site project;i.e.does it precede or follow other redevelopment projects contemplated for the requirements. project area. Edmonds-Glenwood Phase 1 Under one scenario,if the PIHA site development precedes construction of Phase ll and III of the Sunset Terrace redevelopment looping could be achieved by extending another main(in addition to Phase 1 of the Edmonds-Glenwood redevelopment project consists of townhomes along Glenwood Segment C,discussed above)north on Harrington Avenue NE to Glenwood Avenue NE(Segment H Avenue NE.Fire-flow requirements for this project are expected to be in the range of 2,500 gpm. on Figure 3.17-1).If PIRA site development follows Phases 11 and HI of Sunset Terrace,looping The existing water system in Glenwood Avenue NE cannot provide that amount of fire now.Anew could be achieved by simply connecting the PIHA main extension in NE 10t^Street(Segment C)with 12-inch-diameter water main would be required to be extended from Harrington Avenue NE and NE Segment Eat the intersection of Harrington Avenue NE and NE 100-Street 12th Street in the 565 pressure zone,south along Harrington Avenue NE,and continuing along Under another scenario,the PIHA site development could proceed before all other projects.In that Glenwood Avenue NE past and through the project site,about 800 feet of new pipe(Segment A on case the cost of looping would not be shared with other projects as described in the preceding Figure 3.17-1). paragraphs and the PIHA site project would need to install either a"long-term"or a"temporary"12 New Library inch diameter"stand alone"water main loop. The"long-term"alignme or would be to extend a 12-inch main in Harrington Avenue NE connecting A new library is proposed in the northeast quadrant of NE Sunset Boulevard and Harrington Avenue to the existing high-pressure water line in NE Sunset Blvd.This option would result in the NE.If the fire-flow requirements for the new library are about 2,500 gpm or less,then the existing installation of a new water main in the section of Harrington Avenue NE that is proposed to be 12-inch-diameter main in NE Sunset Boulevard could meet that requirement vacated to help create the Sunset Terrace Redevelopment Neighborhood Park The new 12-inch water main would he looped around the west and north side of the new PIHA site building and extended southerly in Sunset Lane NE to NE loth Street,then southeasterly in NE 10th Street to connect back to the existing 12-inch line in Sunset Boulevard NE.(Segment P1 on Figure 3.17-1) This new looped water main would be able to deliver about 5,000 gpm. Planned Action 0,d1na . 62 A dnneni a:M2lraton oo<„m.nt Planned Action Ordinance 63 A-1—ata:MRlaatbn Oocumeirt ORDINANCE NO.5610 ORDINANCE NO.5610 A temporary route(which is not the preferred option)to provide 5,000 gpm to the same site would northwesterly in easements adjacent to NE Sunset Boulevard and Edmonds Avenue NE from the be to extend two parallel 12-inch water lines in NE 10d,Street from the existing 12-inch line in northern-most fire hydrant lead installed for the Sunset Terrace project through the Phase 2 site.(A Sunset Boulevard NE,along with a looped water main around the west and north side of the more expensive option would be to install this same section of pipe in the rights-of-way of NE Sunset building,and a 12-inch line in Sunset Lane NE connecting back to the second new 12-inch main in Boulevard and Edmonds Avenue NE.)These loops would also comprise more than 1,500 feet of new NE 10�Street.(Segment P2 on Figure 3.17-1) pipe(Segment H on Figure 3.17-1). Sunset Terrace Redevelopment Water Main Costs It is reasonable to assume that the fire flows required for the Sunset Terrace redevelopment would The cost of installation for new water mains is driven by a number of factors.Water mains installed exceed 2,500 gpm,mandating installation of a looped system.In addition,Sunset Terrace abuts NE in roads are more expensive than water mains installed within project or open space areas,because Sunset Boulevard,triggering the requirement to install hydrants every 400 feet along that arterial. of the cost savings of avoiding conflicting utilities and restoring the road surface. It may be possible to phase the Sunset Terrace redevelopment in a manner that would allow early New water main costs are also affected bywhether they are stand-alone or part of a suite of elements of the redevelopment to be constructed without looping the water mains(see Edmonds- infrastructure improvements.If the project is only installing anew water main,then all of the Glenwood Phase 1,above).In any case,all mains serving the redevelopment would be extended excavation,bedding,installation,and other costs are borne by that project If the project involves from the 565 pressure zone. installation of the other underground utilities such as sewers or storm sewers,the costs common to Initially,anew water main would be installed in Sunset Lane NE from Harrington Avenue NE to the project can be spread across each utility facility being installed. Glenwood Avenue NE(about 750 feet).This presumes that the new main in Harrington Avenue NE The cost of water mains is also affected by the project sponsor.If the project is being constructed by discussed in the Mixed-Use Building section,above,has been installed.The existing water main in a private developer,new water mains are less expensive.If the project is sponsored by a Sunset Lane NE could be abandoned in place(Segment D on Figure 3.17-1). government agency,numerous statutes make new water main projects more expensive. Looping the system could be achieved by extending the main from the intersection of Sunset Lane The City's recent experience with stand-alone water main projects in a major arterial indicate costs NE and Glenwood Avenue NE along the newly aligned NE 10th Street to Harrington Avenue NE per foot of about$200 to$250.Applying these costs to the water main improvement described (about 250 feet)(Segment E on Figure 3.17-1).This presumes that the water main extension in NE above would indicate costs in the range of$1 to 1.2 million.The improvements would be 10th Street to serve RHA's Piha site has already be installed. implemented with City and developer funding. There are two ways to install the required fire hydrants along NE Sunset Boulevard.One option would be to extend the 12-inch-diameter main in NE Sunset Boulevard from Harrington Avenue NE Wastewater Collection along the Sunset Terrace frontage(about 800 feet).This would be the most expensive option. Another option would be to extend fire hydrant leads southwesterly through the Sunset Terrace project from Sunset Lane NE to NE Sunset Boulevard at the appropriate intervals(Segments F on Overview Figure 3.17-1).This would be the least expensive option for two reasons.First,the pipes would not be installed in a street avoiding significant restoration costs.Second,the pipes could be smaller The sewers within the Potential Sunset Terrace Redevelopment Subarea are also identified for because they would be single purpose and not part of the City's transmission/distribution system. replacement based on age and condition in the City s Long Range Wastewater Management Plan. Based on the increased wastewater load within the Potential Sunset Terrace Redevelopment Edmonds-Glenwood Phase 2 Subarea,the local sewers may need to be replaced with upsized pipe to manage the increased wastewater load from the subarea.A more detailed discussion of needed sewer system Fire-flow requirements for the Edmonds-Glenwood Phase 2 project are expected to be about 4,000 improvements is provided below. gpm,triggering the requirement to loop the water system.There are two options to meet this looping requirement:north or south. Detailed Discussion _ The north option would involve extending the 12-inch-diameter main from Phase 1 westerly Mitigation issues related to wastewater fall into three broad categories:upsizing rehabilitation,and through the site to Edmonds Avenue NE.From there,the main would be extended north in relocation. Edmonds Avenue NE to NE 12th Street then east in NE 12th Street to Harrington Avenue NE,a Wastewater flows(forecast for the Planned Action Study Area,including the Potential Sunset distance of more than 1500 feet(Segment G on Figure 3.17-1). Terrace Redevelopment Subarea)indicate that some existing sewer pipes must be replaced with The south option would begin in the same manner by extending the Phase 1 main through the larger pipes.One of those pipes is in Harrington Avenue NE.This sewer pipe would be replaced by project site.Looping would be achieved by installing two new mains.One would extend from the City as part of the overall Sunset Terrace redevelopment to accommodate forecast flows. Sunset Lane NE north in Glenwood Avenue NE to the Phase 1 pipe.The other would extend Planned Action Ordinance 64 Atlao,—a:Mitig—Documml Planned Action Ordinance 65 --a MYlg'W__1 c ORDINANCE N0.5610 ORDINANCE NO. 5610 Manholes along the Harrington alignment would be carefully designed and located to avoid interference with the planned park The collection sewers in Sunset lane NE are at or near the end of their design life.The condition of these sewers would be assessed to determine if they can be rehabilitated in place or if new pipes would need to be installed. - �--�--- The redevelopment concept proposes narrowing and shifting the alignment of Sunset Lane NE.If this action leaves the existing sewers too close to new structures,then the City would require that a new sewer main be installed within the new right-of-way of Sunset Lane NE. 40 film P4 i i fj -NE 1W 8t Femdwe Cl HE a'T.n t aefo -P1 — Feet u.reau.,w. Figure 3.17-1 Fireflow Phasing—Potential Sunset Terrace Redevelopment Subarea Sunset Area Community Planned Action Final NEPA/SEPA EIS Planned Action Ordinance 66 Arbchnem B:Maigaeoa Document Planned Action Ordinance 67 Auadtmem 8:M8lgatbn Duevmem • 0 �N wy us{-yuiMn� • s 4-3-090. D.4.f Public Access Requirements by Reach The following table identifies the performance standards for public access within the shoreline, and shall be applied if required by the use regulations or development standards of the Shoreline Master Program. SHORELINE RSACW Public Access Lake Washington` Lake Washington Public access shall be provided when lots are subdivided or new non-residential development Reach A ana B occurs consistent with standards of this section. The potential for provision of public access from new development will occur after cleanup of a the Superfund site with multi-use development, which shall include shoreline access across the entire property, with controlled access to the water's edge, consistent with requirements for Lake Washington vegetation conservation and ecological restoration and provisions for water-dependent use, Reach C consistent with standards of this section. Provision of public access from future redevelopment of the Seahawks and Barbee Mill site shall include a continuous public access trail parallel to the shoreline with controlled publisaccess balanced with provisions for ecological restoration, as ' well as to shared or commercial docks, consistent with standards of this section. Lake Washington Public access shall be provided when lots are subdivided or new non-residential development Reach D and E A'. occurs consistent with standards of this section. Lake Washington Public access is one element of park functions that should be continued and incorporated in Reach F and G future plans and balanced with goals for recreation and improving ecologic functions. Public access should continue in the future as part of multi-use development of the balance of Lake Washing the property consistent with standards of this section. Development should include supporting Reach H water-oriented uses and amenities such as seating and landscaping. Public access is currently not feasible on the three acres of upland state-owned aquatic lands Lake Washington managed by DNR. In the future, if the Boeing site is redeveloped, public access should be Reach I provided parallel to the shoreline along the entire property, consistent with standards of this section, together with goals for ecological restoration and water-dependent and water-oriented use. Lake Washington Public access to the Lake Waterfront is provided from the lawn area of the Will Rogers, Wiley Reach J Post Memorial Sea Plane Base and should be maintained if such access is not in conflict with the aeronautical use of the property. Exhibit D - 38 E1-2012 Exhibit A • City of Renton Sunset Community Low Impact Development Retrofit Project— Green Connection: Harrington Avenue NE I. Background The City of Renton completed and adopted the Sunset Community Plan and Planned Action Environmental Impact Statement which evaluated potential impacts of redevelopment in the Sunset area and required infrastructure. As part of this effort the City developed and adopted the Sunset Area Surface Water Master Plan which identifies stormwater improvements to convey, treat, detain and infiltrate runoff from the existing and future land cover conditions. Recommended improvements include the following: • New Storm Drainage mains. • Green street improvements (AKA Harrington Ave. NE Green Connections) along Harrington Ave. NE between NE 16th St. and NE 101h St. at locations that fit with existing and planned future land use in the area to provide enhanced basic water quality treatment and flow control. within the right-of-way .The Harrington Ave NE green connections will consist of permeable sidewalks and rain gardens. • A regional storm water infiltration facility consists of constructing an infiltration/flow control facility for flow control mitigation and a rain garden for providing enhanced basic water quality treatment. 10This scope of work pertains to the design of the proposed project which will retrofit pollution generating impervious surface (PGIS) and residential areas in the Sunset Area Community by providing enhanced basic water quality treatment prior to discharging into Johns Creek. The project will install rain gardens and permeable concrete sidewalk improvements along an existing roadway,taking under consideration utility conflicts and possible future uses of the sites.The project will also provide public education on LID. This scope will prepare construction documents (plans, specifications and construction cost estimate) for a portion of the Harrington Avenue Green Connection.Tasks included in this scope of work include data collection, survey and basemap preparation, permitting support,final design of the facility, preparation of a technical information report, public outreach support, services during bidding, and project management as defined in the tasks below. Services for during construction and construction management are not included in this scope of work and would be included in a separate amendment. 11. DESIGN CRITERIA The City will designate the basic premises and criteria for the design. In addition, design reports and plans,to the extent feasible, shall be developed in accordance with the latest edition of the following documents: 1. Washington State Department of Transportation/American Public Works Association (WSDOT/ APWA), Standard Specifications for Road, Bridge, and Municipal Construction 2010 edition 2. City of Renton Transportation Standard Specifications. • Page 11 of 26 Piazza/Data_Ce nter/Forms/City/Contracts E1-2012 3. 2009 King County Surface Water Design Manual (KCSWDM) and City of Renton Amendments to the 2009 KCSWDM. 2005 Low Impact Development Technical Guidance Manual for Puget Sound or current version • as applicable. 4. Measurements will be in English units 5. Drafting Standards: City of Renton. o Vertical Datum: NAVD 88 o Horizontal Datum: NAD 83191 III. Compliance with the FY 2012 Statewide Stormwater Grant Program—Proviso Funding Agreement Design reports and plans, shall be developed in accordance with Task 2, design plans and specifications under Grant Agreement Number G1200544. Task 1. Project Management Perform project management, administration, and coordination of work effort involved in all phases and tasks.This • task will continue throughout the duration of the project. It will include the work necessary to develop the project management plan, set up financial accounting including subconsultants, develop and implement quality management plan (QMP), overall project coordination with the CITY and project team, and project closeout. Invoices and progress reports will be provided to the CITY on a monthly basis. Monthly progress reports will include a summary of work performed by the CONSULTANT for that period and the work anticipated to be completed in the next period. This task includes a project kick-off meeting at the CITY with two (2) CONSULTANT attendees, assuming Two (2) hours in length. QA/QC: Consultant shall conduct internal quality control regarding collection of data, surveying, basemap preparation and hydraulic modeling and all other tasks. Task 1 Deliverables • Monthly Invoices and progress reports, assuming a 9 month project duration • Bi-weekly phone call or email check-ins with the County project manager to report project status Project Schedule • Notice to Proceed—February 2013 • • 30% Design- March 2013 • 60% Design—June 2013 • 90%?—September 2013 Page 12 of 26 Piazza/Data_Center/Forms/City/Contracts E1-2012 • 100% Design—October 2013 •Task 1 Assumption • Project duration is assumed to be a 15 month project duration with a 3-month inactive period where no invoices will be prepared. Task 2. Survey and Mapping The CONSULTANT will perform a conventional traverse to establish horizontal and vertical control within the project limits, and conduct a terrestrial LiDAR survey to produce a project basemap and Digital Terrain Model (DTM)to be used in final design. Additional survey work will be conducted using conventional survey methods to supplement the basemap and DTM, and to locate existing utilities as needed. 2.1. Survey and Construction Control The CONSULTANT will establish horizontal and vertical control points along the corridor and within the project limits described above. Up to six (6) permanent control points will be established for the project, and made available for the City's use during construction.The CONSULTANT will locate, field survey, and calculate positions for monuments and control points within the project limits, using the Washington State plane coordinate system. Conventional and GPS surveying methods will be used on this project.The Consultant will locate and tie control traverse into 3 City monuments.The Consultant will provide basic traffic control during field survey. 2.2. Base Mapping Task 2.2.1 Terrestrial LiDAR Survey *The CONSULTANT will perform a terrestrial LiDAR and topographic survey along Harrington Ave. NE from NE 16th St. to NE 10th St. and of sufficient area to include the intersection of Harrington Ave NE and NE 16th st. and the intersection of of Harrington Ave NE and NE 10th St. (see Attachment A for survey boundaries). Transfer survey field data to AutoCAD and prepare a project basemap and DTM sufficient for 1-foot contour intervals.The CONSULTANT will provide mapping to include the full roadway width and 25-feet outside the existing edge of pavement.The base map will include, at a minimum: 1. Horizontally locate all visibly identifiable structures and features to include but not limited to building faces/corners, manholes, vaults, fences, signs, trees (including type) over 4 inches, cables, edges of pavement, curb and gutter, sidewalks, culverts, utility poles, ditches, water-valves, fire hydrants, driveways, gas, power, signal and illumination poles and other surface features(junction boxes and traffic controller service cabinets)within the project limits as describe above. 2. Determine grade, Rim and invert elevations of utility structures that may impact storm pipe design including water valve nuts and sewer and storm measure downs. This will be done in coordination with Task 2.2.1. 3, The CONSULTANT will also locate surface features (valves, manholes, catch basins,junction boxes, vaults)to delineate the utilities to the full extent of the mapping limits. 4. The CONSULTANT will perform field observations (measure-downs) of existing storm drain catch basins and manholes to determine the approximate size, type (i.e. brick, concrete), • and general condition of the structures to confirm suitability for continued use. All measurements will be made from the surface, and no structures or confined spaces will be entered for the purposes of these field observations. Page 13 of 26 Piazza/Data_Center/Forms/City/Contracts E1-2012 5. The consultant will check base map against record drawings to identify any significant discrepancies that may require further survey. Graphic illustration of survey tie-in to City • monuments will be included in the base map.. Task 2.2.2 Utility locations and potholing: The CONSULTANT will utilize a "One-Call Locate Service"to field locate all major utilities including but not limited to TV, gas, power,telephone, water, sewer,fiber optic, and King County wastewater utilities identified in the street prior to field survey so that these locations can be picked up during the field survey.The CONSULTANT will locate utility paint marks and surface utility features along Harrington Avenue NE within the project limits as described above.The CONSULTANT will compare available utility record drawings (As-Build's) against surface evidence of utilities obtained during the initial survey. Critical conflicts of identified utilities with proposed design improvements may require potholing to confirm the utility location and elevation. Potholing will be performed by a Sub-contractor(APS). All utility potholes will be surveyed and a table of potholing results will be prepared.A field worksheet with location,type of utility,type of material, diameter of utility depth and measurements from fixed pointer will be provided. Photos of each utility will be included in the potholing information. The CONSULTANT has budgeted up to$5000 for utility potholing (approximately 10 potholes), which is assumed to occur within the paved road surface. In the event of unavoidable utility conflicts,the CONSULTANT will provide a list of conflicts to the CITY to notify the applicable utility agency to initiate the relocation of their utility prior to construction by the CITY. Coordination with the CITY and potholing Sub-contractor will be provided prior to the 60 percent plan submittal.Work by subcontractor will include right of way permitting, traffic control, backfilling and resurfacing per • City of Renton standards. Task 2.2 Deliverables 1. 1" = 20' Design Basemapping in AutoCAD 2012 format using City of Renton standard. INROADS compatible Digital Terrain Model (DTM), saved in AutoCAD drawing (DWG)format. 2. Subsurface utility exploration (Pothole) plan. 3. Draft base map incorporated in 30%design submittal for review and comment. 4. Final basemap will be incorporated in the project construction documents and final AutoCAD submittal. Pothole Assumptions 1 Potholes will be backfilled with gravel (with 5/8-inch minus gravel compacted at 8 to 12-inch lifts) and the surface will be patched with like material. Depth of patch material shall match thickness of existing asphalt. One exception is that gas lines will initially be backfilled with 12 inches of sand then followed by gravel per PSE requirements. 2. Subcontractor will be responsible for requesting right of way permit. 3. Subcontractor will submit a traffic control plan to the City 4. One call utility locating service will be called 5. Materials removed from potholing with be disposed of at a permitted disposal site. Also it is • assumed that materials are contaminant free. Page 14 of 26 Piazza/Data_Center/Forms/City/Contracts E1-2012 0I3, Supplemental Survey t is assumed that during the design phase, some level of supplemental survey may be necessary as the design progresses. The CONSULTANT will perform supplemental surveys as needed for purposes such as private property match/conforms, locating additional utility features including pothole locations, structures and elevations, or to obtain features requiring more definition for design purposes. For budgeting purposes this task item has been estimated not to exceed 20-field crew hours.Any costs for performing additional survey beyond 20-field crew hours, will be covered by supplemental agreement. Task 2.3 Deliverables 1. Updated 1" = 20' Design Basemapping in AutoCAD 2012 format. 2. Updated INROADS compatible Digital Terrain Model (DTM), saved in AutoCAD drawing (DWG) format. 2.4. Right of Way Field Surveys 2.4.1 Right of Way Field Surveys The CONSULTANT will perform field surveys to locate controlling section corners, plat monuments, street right of way monuments, and property corners to facilitate calculations for street centerline and right of way lines. As this project assumes no private parcel impacts, beyond Temporary Construction Easements, individual parcel lines will be shown as depicted on City of Renton GIS sources. Monuments or corners to be located and field surveyed may include the following: • Section Corners OrSide street monuments . Centerline monuments on Harrington Avenue NE. 2.4.2 Records Research and Right of Way Calculations The CONSULTANT will establish the existing right of way and centerlines within the project limits as described above for Harrington Avenue NE. The CONSULTANT shall calculate and establish right of way lines using recorded plats and surveys, assessor maps, and other available sources of record data. Should any private property acquisition and/or permanent easements be deemed necessary for completion of this project,The CITY shall provide the CONSULTANT with title reports and supporting documentation. Task 2.4.2 Deliverables • Right of way calculations and supporting documentation • AutoCAD 2012 file of existing right of way lines and centerlines Task 3, Public Involvement The CONSULTANT will provide support to the CITY for agency, stakeholder, and public consultation and coordination required during the design process. It is anticipated that the CITY will provide the lead in coordinating with stakeholders including RHA, and Parks; however,the following forums are anticipated in this scope: • Public Open House/Neighborhood Walk: It is anticipated that the project will provide public outreach through a field walk with the community to communicate the proposed project elements, goals and impacts to a broader audience. The CONSULTANT will support this effort by providing flyers developed from products created under other tasks described in this scope of work . Page 15 of 26 Piazza/Data_Ce nter/Forms/City/Contracts E1-2012 Task 3 Deliverables 1. One (1) Neighborhood walk with the community through the project area. Assumed up to Two (2) • CONSULTANT Staff will be present at the community field walk. 2. One (1) page flyer depicting the proposed the location of project improvements including a rendering of up to four (4) photo-realistic simulations of proposed rain gardens Superimposed over photographs of the existing streetscape. Task 3 Assumption • CITY will organize and host public meetings and provide notifications. CONSULTANT will participate in presentations and prepare presentation materials. Task 4-Hydrologic/Hydraulic Modeling 4.1 Modeling of LID facilities 1. Size individual rain gardens needed to mitigate the cumulative water quality impacts from Harington Ave NE.The consultant will delineate the sub basin areas tributary to each rain garden.The drainage area delineation will include tributary roadway as well as sidewalk, driveways,and pervious areas if applicable. 2. Rain Gardens will be sized per the 2005 DOE manual to filter a minimum of 91 percent of the runoff through bioretention media. 3. Conduct modeling in WWHM or approved equivalent models to size each individual rain garden. • 4. Pervious sidewalk subgrade depth will be modeled to infiltrate 100 percent of rainfall. 4.2 Modeling of required conveyance improvements Determine the required pipe size to convey runoff to and from the rain gardens. These pipes will be designed at a minimum in accordance with the criteria specified in Section 1.2.4 of the 2009 King County Surface Water Design Manual. 4.3 Drainage Technical Information Report CONSULTANT will prepare a Draft and Final Drainage Technical Information Report to reflect the hydrological and hydraulic conditions of the proposed LID improvements. Task 4 Deliverables 1- Electronic modeling files, including input and output parameters. 2. Documentation of sizing assumptions, methods, and results to be included in the drainage report 3. Brief memo summarizing model input and assumptions for City review to be submitted at the 30% design level. 4. One (1) hard copy (and electronic copy) of the Draft and Final Technical Information Report at the 60 and 90 percent submittals. Page 16 of 26 Pia zza/Data_Center/Forms/City/Contracts E1-2012 Task 5. Permitting Support The CONSULTANT will provide support to the CITY to identify and provide supporting data for permit applications. We CONSULTANT will provide up to 24 hours to support preparation of permit documents.The City will be responsible for completing the permit application and obtaining the permit. In support of State Environmental Policy Act (SEPA) compliance,the Consultant will prepare an Environmental Checklist in support of a land use permit from the City.The checklist will include project information on background and environmental elements (earth, air, water, plants, animals, energy and natural resources, environmental health, land and shoreline use, housing, aesthetics, light and glare, recreation, historic and cultural preservation, transportation, public services, and utilities). Potential permits that may be required for the project are: a) SEPA Checklist, b) NPDES Construction Stormwater General Permit; and c) Grading permit. Assumptions o The project is covered under the Sunset Area Planned Action EIS and will not require a separate Environmental Impact Statement(EIS) o Completion of the Environmental Checklist will rely on information contained in other documents prepared for the project and project design elements (e.g.,temporary erosion and sedimentation control plan,traffic plan, storm water pollution prevention plan, etc.) o Some environmental elements will not apply to the project (e.g., housing, light and glare) o The City will sign the Environmental Checklist o The Environmental Checklist will be submitted to the City with the Land Use Permit Application Deliverables o Draft SEPA Environmental Checklist for City review--electronic file in Adobe Acrobat (PDF) file format and one hard copy. o Final SEPA Environmental Checklist--electronic file in Adobe Acrobat (PDF)file format and one hard copy. Task 6. Final Design, Construction Documents and Cost Estimate Based on the result of the pre-design, the CONSULTANT will then prepare draft Construction Drawings, technical special provision, and cost estimate representing approximately the 30 percent, 60 percent, 90 and 100 percent completion level for the selected improvements. The CONSULTANT will prepare the contract provisions at the 100 percent completion. Half-size (11"x17") drawings will be submitted to the CITY for review at the 30, 60, and 90 percent stages.The 60 percent drawings can also be used by the CITY to prepare and submit permit packages. No additional drawings will be prepared by the CONSULTANT for use in permit applications. IS CONSULTANT will prepare a Draft and Final Technical Information Report to reflect the hydrological and hydraulic conditions of the proposed LID improvements as described in Task 4.3. Page 17 of 26 Piazza/Data_Center/Forms/City/Contracts E1-2012 Task 7 Deliverables • 1. Three (3) hard copy sets of half size (11"x17" sheets) draft construction drawings will be submitted to the CITY for review and comment at the 30 percent, 60 and 90 percent completion level. 2. Three (3) hard copy sets of half-size (11"x17" sheets) construction drawings will be submitted to the CITY at the 100 percent completion level. 3. Three (3) sets of engineer's cost estimate and technical specifications outline will be submitted to the CITY for the 30 percent submittal. 4. Three (3) sets of hard copy of specifications, and summary of quantities including an engineer's cost estimate for construction will be submitted to the CITY for the 60, 90 and 100 percent submittals. 5. Electronic files AutoCAD 2012 format at the end of the project. 6. Submittal documents for compliance with the FY 2012 Statewide Stormwater Grant Program — Proviso Funding Agreement number G1200544. Task 7 Meetings • Two (2) meeting with two (2) CONSULTANT staff and with the CITY staff at the CITY offices to receive and discuss the 30 percent and 60 percent review comments. • One (1) meeting with two (2) CONSULTANT staff and with the CITY staff at the CITY offices to resolve and coordinate any outstanding issues prior to completion of the 100 percent completion construction documents. Task 7 Assumptions • The CONSULTANT will prepare the special provisions using the CITY's format.The CITY uses WSDOT 2012 Standard Specifications, and the 2012 Amendments to the 2012 Standard Specifications.The CITY will be responsible for development of general Div 00 and 01 specifications, supplements, bid form and preparing, printing and distributing to interested bidders the final bid document package. • 100 percent submittal will not required City review and resubmittal. • The CITY will provide review comments on the 30 percent, 60 percent and 90 percent submittal within two (2)weeks of receipt of submittal. • The CITY will provide to the CONSULTANT electronic versions of their standard CAD details. • CAD files will be delivered using AutoCAD in 2012 format. • The CITY will be responsible for printing and distributing final contract documents and addendums. • The CONSULTANT will use the Western Washington Hydrological Model, or equivalent,for the hydrologic modeling and facility sizing. Hydrology for conveyance system sizing will be using either the rational method or a single storm event models and utilize Manning's equation for capacity calculations. No tailwater analysis is assumed in this scope. • Two field visits with 2 consultant staff. Three (3) meetings with two (2) CONSULTANT staff. Page 18 of 26 Piazza/Data_Cente r/Forms/City/Contra cts . 'W E1-2012 • Final Geotechnical Report will be prepared under separate contract for the Sunset Regional Facility 0 and will cover recommendations for both projects. • The drawings for tK*ze�22" mprovements will use a horizontal scale of 1 inch = 20 feet. Drawings for the project will be full " nd will include the following: o Cover sheet,vi �m�adex (1) o Legend and notes(1) o Survey control and notes sheet (1) o Site Preparation and Erosion and sediment control plan (3) o Erosion control details(1) O Typical Roadway Section, (1) o Civil design plan sheet (3) o Civil details (3) o Grading plan sheets(3) o Grading cross sections and drainage profiles(2) o Landscape planting plan (3) o Landscape planting details (2) Task 8. Services during Bidding his task provides for the following support services by the CONSULTANT: • Assist CITY in answering bidder questions during bid period as requested by the CITY. • Prepare and provide addenda to CITY for distribution to bidders as requested by the CITY. • Services during construction will be scoped and provided under a contract amendment. Task 8 Assumptions • CITY will make all notifications for bid advertisements; CITY will field all calls from bidders with questions during the bidding process. Answering bidder questions, as requested by the CITY, will be limited to the hour estimate identified in Exhibit B2. Any effort required beyond the hour estimate in the budget shall be paid on a time and material basis unless effort required is due to error or omission by CONSULTANT. • Services under this Task are limited to 40 hours by CONSULTANT staff. • Services during construction is not included in this scope of work. Basis of Scope The following general and task specific assumptions have been made in developing the Scope of Work and Budget for the project.They are listed below. General Assumptions • The AGREEMENT has an anticipated start date of February 15, 2013 and is expected to be completed by March 31St, 2014, with an anticipated period of inactivity between final construction documents and bid support of 3 months. Page 19 of 26 Piazza/Data_Center/Forms/City/Contracts E1-2012 • The standard of care applicable to CONSULTANT's Services will be the degree of skill and diligence normally employed by professional engineers or consultants performing the same or similar Services at the time said services are performed. CONSULTANT will reperform any services not meeting this standard without additional compensation. • The CONSULTANT can reasonably rely on the timeliness, accuracy and completeness of the underground utility locates and any other data necessary to accomplish these tasks in a timely fashion. • The CITY will provide consolidated review comments to draft deliverables. The CONSULTANT will provide a written comment response and summary to the client. • Consultant's deliverables, including record drawings,are limited to the sealed and signed hard copies. Computer-generated drawing files furnished by CONSULTANT are for CITY or others' convenience.Any conclusions or information derived or obtained from these files will be at user's sole risk. • The CONSULTANT's ability to meet the schedule is contingent upon timely receipt of survey and any other information from the CITY and or third parties. • This project will be performed in conjunction with the Sunset stormwater infiltration facility project. Page 20 of 26 Piazza/Data_Center/Form s/City/Contracts Predesign Report Sunset Area Low-Impact Development Retrofit Improvements Harrington Avenue NE Green Connections & Sunset Terrace Regional Stormwater Facility Prepared for City of Renton, Washington Prepared by CH26NIH I LLB December 2012 Predesign Report Sunset Area Low-impact development Retrofit _ Improvements ` Harrington Avenue NE Green Connections & Sunset Terrace Regional Stormwater Facility Prepared for City of Renton, Washington Rio ' d � Prepared by GH2MHILL, December 2012 Contents 1. Project Description .................................................................................................................................1 2. Site Conditions........................................................................................................................................1 2.1 Existing Site Conditions........................................................................................................................1 2.2 Site Infiltration Suitability....................................................................................................................3 3. Design Criteria ........................................................................................................................................3 4. Proposed Drainage Improvements..........................................................................................................4 4.1 Best Management Practices................................................................................................................4 4.2 Sunset Terrace Regional Stormwater Facility......................................................................................4 4.3 Harrington Avenue NE.........................................................................................................................7 5. Design Analysis..................................................................................................................................... 20 5.1 Sunset Terrace Regional Stormwater Facility....................................................................................20 5.2 Harrington Avenue NE.......................................................................................................................21 5.3 Issues for Further Consideration .......................................................................................................22 6. Cost Opinion......................................................................................................................................... 23 7. Reference .............................................................................................................................................24 Tables 1 Tributary Area to Bioretention Swales on Harrington Avenue NE Green Connections 2 Proposed Bioretention Swale Size 3 Peak flow rates of Existing and Proposed Conditions for the Sunset Terrace Regional Stormwater Facility 4 Treatment Volume and Flow Reduction Percentages from BMPs 5 Opinion of Cost Figures 1 Sunset Terrace Regional Stormwater Facility layout 2A Harrington Avenue NE—Proposed Layout. NE16th Street to NE 12th Street(North). 2B Harrington Avenue NE - Proposed Layout. NE16th Street to NE 12th Street (South). 3 Harrington Avenue NE- Proposed Layout. NE12th Street to NE 10th Street 4 Harrington Avenue NE- Proposed Layout. Sunset Boulevard NE to NE 9th Street 5A Harrington Avenue NE- Proposed Layout. NE9th Street to NE 7th Street(North) 5B Harrington Avenue NE-Proposed Layout. NE9th Street to NE 7th Street(South) Appendixes Appendix A Tributary Area Maps Appendix B Sunset Terrace Regional Stormwtaer Facility Typical Sections Appendix C Harrington Avenue NE Typical Sections Appendix D WWHM Model Output and Input Appendix E Opinion of Cost Appendix F Comment Resolution Form WBG103012044146SEA I DRFAFT PREDESIGN REPORT COPYRIGHT 2012 BY CH2M HILL ENGINEERS,INC.•COMPANY CONFIDENTIAL Acronyms and Abbreviations ASTM American Society for Testing and Materials Ave Avenue BMP Best Management Practices City City of Renton Ecology Washington State Department of Ecology ft3/s cubic feet per second GIS geographic information system KCSWDM King County Surface Water Design Manual LID low-impact development NEPA National Environmental Policy Act SEPA State Environmental Policy Act mm millimeter PGIS Pollutant generating impervious Surfaces RHA City of Renton Housing Authority RMC Renton Municipal Code Sea-Tac Seattle-Tacoma USDA United States Department of Agriculture WWHM Western Washington Hydrological Model • PREDESIGN REPORT Sunset Area Low-Impact Development Retrofit Improvements 1 . Project Description The City of Renton completed and adopted the Draft Sunset Area Community Planned Action NEPA/SEPA Environmental Impact Statement Draft(City of Renton, 2010a) in 2010,which included the adoption of the Sunset Area Surface Water Master Plan (City of Renton, 2011).The Sunset Area Surface Water Master Plan identifies areas where green connection improvements could be made at locations that fit with existing and planned future land use in the area and the construction of a regional stormwater facility.These improvements will retrofit existing storm systems in the area to reduce the quantity and improve the quality of stormwater runoff from the existing and future land use within the Sunset Community Plan Area,which discharge to Johns Creek and Lake Washington. While providing enhanced treatment per Ecology standards,the proposed practices also provide significant reduction of fecal coliform,typical average reductions of up to 90 percent(Rusciano, 2007),which is a significant contributor to water quality issues at JohnsEreek-and-Eod-oF ParkinTaTce Washington. The green connection street stormwater improvements consist of constructing bioretention swales (AKA rain gardens) and pervious concrete sidewalks primarily along Harrington Avenue NE.The regional stormwater facility consists of constructing an infiltration flow'control facility with a rain garden stormwater facility providing water quality treatment. • This predesign report summarizes the conceptual design for two Sunset Area Low-Impact Development Retrofit Projects: • Sunset Terrace Regional Stormwater Facility • Harrington Avenue NE, between NE 16th Street to NE 7th Street This report includes the predesign layout,design assumptions, and results of the analysis.The information will be used as a basis for final design. 2. Site Conditions 2.1 Existing Site Conditions The project site is located in the Sunset Area in the City of Renton and consists of mixed single-family and multifamily residential and commercial neighborhoods with adjacent schools and public lands.The terrain is relative flat,with a less than 5 percent slope toward the south. Both project areas drain to Johns Creek and Lake Washington. 2.1.1 Sunset Terrace Regional Stormwater Facility The proposed regional stormwater facility-will be co-located with a proposed City of Renton park,which is located west of Sunset Boulevard between NE loth Street and Sunset Court.This site is currently owned by Renton Housing Authority(RHA)and occupied by multifamily housing units.The existing housing will be relocated by Spring 2014, and the site will be converted into a public park.The surface water runoff from this eenera y___ draum..s_overland to the southwest and is collected in existing storm drains in Harrington Aven_ue_NE.Harrington Avenue NE is planned to be vacated as part of the planned park developments 2.1.2 Harring on Avenue NE • Harrington Avenue NE is a north-south local access street.The existing drainage system within the project limits comprises curb and gutter, asphalt Swale,catch basins, and storm drains.The topography slopes gently from north to south along the crowned existing roadway. Storm drains along Harrington Avenue NE were largely WBG103012044146SEA 1 DRFAFrPREDESIGN REPORT COPYRIGHT 2012 BY CH21V HILL ENGINEERS,INC.•COMPANY CONFIDENTIAL SUNSET AREA LOW-IMPACT DEVELOPMENT RETROFIT IMPROVEMENTS • installed incrementally as frontage improvements from developments, and they are sporadic along this corridor. The street stormwater runoff in Harrington Avenue north of NE 12th Street drains via a shallow storm drain along the west curbline or via surface flow along the east curbline to a storm drain trunk in NE 12th Street.The runoff from NE 12th Street to Sunset Boulevard (SR900)drains to storm drains that discharge to a storm drain trunk in Sunset Boulevard. Both storm drain trunks—NE 12th Street and Sunset Boulevard—combine at Edmonds Avenue NE.The street runoff along Harrington Avenue between Sunset Boulevard to NE 9th Street drains to the storm drain trunk in NE 9th. South of NE 9th Street the roadway drains to a storm drain trunk in NE 7th Street.These storm drains,from NE 9th Street and NE 7th Street, ultimately combine with the storm drains in Sunset Boulevard and discharge to Johns Creek. The project on Harrington Avenue NE can be subdivided into the following four segments: • North segment: NE 16th Street to NE 12th Street • Middle segment: NE 12th Street to NE 10th Street • South segment 1:Sunset Boulevard to NE 9th Street -- tnuth-segment.2:NE 9th Street-to NE 7th Street Each segment of the Harrington has unique character and constraints that were evaluated separately. 2.1.2.1 North Segment The north segment runs from NE 16th Street to NE 12th Street.The east side of the street is primary single-story, multifamily residential homes with an informal asphalt shoulder that functions as the sidewalk and periodic driveways. McKnight Middle School is located on the west side of the street with an existing 6-foot-wide sidewalk and existing street trees (approximately 10 years old). Off-site area from the east up to the Kirkland Avenue NE drains toward the project area.Additionally, King County Metro Route 105 travels on the west side (southbound) of the street. In general,the topography and character of this segment is more suitable for open, sloped bioretention facilities. 2.1.2.2 Middle Segment The middle segment runs from NE 12th Street to NE 10th Street.Single-and multifamily homes are located on both sides of the street.An apartment building is at the east side and south end of the segment.Two existing newer sidewalks were installed along the west and east sides immediately in front of the apartment.A storm drain system is installed outside the apartment on the east side of the street.This segment consists of more frequent and compact driveway locations and might be more suitable for a more compact(e.g. vertical side slopes) bioretention design that can fit within the existing space constraints and frontage improvements. Other emergent technology BMPs could be an alternative. 2.1.2.3 South Segments The south segment 1 starts south of Sunset Boulevard (SR900) and runs to NE 9th Street.This segment has commercial retails, restaurants, and apartment buildings on both sides of the street.There are existing sidewalks on both sides and southern portion of the street.An existing storm drain system is located on the east side in front of the apartment buildings. Due to the more commercial and mixed-use nature of this segment,it might be suitable for a more compact (e.g.vertical side slopes) bioretention design that can fit within the existing space constraints and frontage improvements. South segment 2 is the most southern segment,and it starts from NE 9th Street and runs to NE 7th Street. Highland Elementary school is located on the west side of the street.The school parking lot and playfield is 2 to 15 feet lower than the street.Single-family residential houses are located on the east side.An offsite area from the Kirkland Avenue drains toward the project area.An existing storm drain system is located outside the Highland Elementary School. Since the topography on the west side is lower than the street level, infiltration BMPs is not feasible. Open,sloped bioretention facilities is more suitable for this segment on the east side. WBG103012044146SEA 2 DRFAFT PREDESIGN REPORT COPYRIGHT 2012 BY CH2M HILL ENGINEERS,INC.•COMPANY CONFIDENTIAL • 2.2 Site Infiltration Suitability SUNSET AREA LOW-IMPACT DEVELOPMENT RETROFIT IMPROVEMENTS _ The soil at the site is mapped as Arent,Alderwood material, (AmC), Ragner-Indianols association (RdC),and Urban (Ur).The Arent,Alderwood, and Ragner soil is classified as Hydrologic Group B soil, and Urban is classified as Hydrological Group C soil.The Ragner-Indianola association loamy,fine sand soil type is characterized as relatively permeable outwash soil with a moderate to high capability to transmit water.Arent and Alderwood material consists of moderately drained material from basal till.The material is classified with low to moderately low capability to transmit water.The Urban soil type is characterized as relatively impermeable glacial till overlain by weathered sand and gravel. Ten borings and two test pits were performed to determine the soil composition, and one selective grain size distribution and four field infiltration tests were performed in two of the borings and all of the test pit locations. The grain size distribution tests are performed in accordance with American Society for Testing and Materials (ASTM) Method D42Z Standard Test Method for Particle-Size Analysis of Soils(ASTM, 2007). The soil exploration founds loose to dense silty sand (SM),silty sand with gravel (SM), silt with sand (ML), and poorly graded sand (SP) near the surface for a depth of at least 10 feet along Harrington Avenue NE between NE 16th Street to NE 12th Street and south of Sunset Boulevard.This type of soil is feasible for infiltration. Glacially overconsolidated till was encountered at various depths underlying the silty sand and the silty sand with gravel soil at a depth between 1 and 7.5 feet between NE 12th Street and Sunset Boulevard.This type of soil is not feasible for infiltration. Groundwater was encountered in two borings at a depth of 15 to 20 feet.The more detail soil information can be found in the Sunset Stormwater Retrofit Low-Impact Development Project Geotechnical Date and Recommendations Report(CH2M HILL, 2012). 3. Design Criteria The City of Renton adopted the King County Surface Water Design Manual(King County, 2009)with City amendments (City of Renton, 201Ob)for the design, construction, and maintenance of stormwater management systems and facilities. Permanent stormwater features must meet the manual's design standards or be equivalent. John's Creek discharges to Lake Washington at Gene Coulon Park. Because of the proximity to Lake Washington, the stream's water elevation is controlled by the lake;therefore, it is considered to be a major receiving water body per the City of Renton's stormwater manual amendments. As a result,the redevelopment project within the John's Creek basin requires flow control mitigation to match peak flows under existing conditions for the 2-year, 10-year,and up to the 100-year storm events. The northern part of the project is located within the Aquifer Protection Area Zone2. City of Renton Municipal Code (RMC) 4-3-050, Critical Areas Regulations, addresses the requirement for development within or adjacent to the aquifer protection areas�or any other critical area. Per the Sunset Area Surface Water Master Plan(City of Renton, 2011)the following target flow reductions were identified for the improvements included in this study: • Sunset Terrace Regional Stormwater Facility.This facility involves water quality treatment and flow control for 2.6 acres. For planning purposes,the current design is targeting an additional 0.3 acre as contingency. • Harrington Avenue Green Connections.The cumulative benefit of LID facilities along Harrington Avenue NE project was targeted to provide a flow reduction equivalent to a 0.60 reduction in effective impervious area. Ecology grant criteria targets the treatment of the existing impervious surface and PGIS: • Sunset Terrace Regional Stormwater Facility. Water quality treatment for 2.6 acres of impervious surface area. WBG103012044146SEA 3 DRFAFT PREDESIGN REPORT COPYRIGHT 2012 BY CH2M HILL ENGINEERS,INC.•COMPANY CONFIDENTIAL SUNSET AREA LOW-IMPACT DEVELOPMENT RETROFIT IMPROVEMENTS • Harrington Avenue Green Connections. Provide treatment to as much of the existing impervious surface area as feasible. 4. Proposed Drainage Improvements The preliminary design uses low-impact development(LID)techniques, such as bioretention swales, pervious concrete sidewalk, and emergent treatment technologies,to provide water quantity and quality control. 4.1 Best Management Practices 4.1.1 Bioretention Swale Bioretention swales are open swales with a wide bottom and are planted with native vegetation and grasses.An overflow structure will be installed to provide overflow when the water depth exceeds the 6-inch design ponding depth.The overflow water an water drains through the bioretention soil will be conveyed to a new or existing(if available)storm drain system In extreme storm events or if the overflow structure becomes clogged,the water can overflow back to Harrington Avenue NE as a secondary overflow path.The bioretention swale overall width varies between 11.5 to 14 feet(from face of curb to front of sidewalk).The swale has a side slope of 3H:1V.The bottom width varies between 3.5 feet to 6.0 feet.The soils within the swale are replaced with 18-inch-thick bioretention soil,which has higher porosity, higher water retention, and increased permeability to enhance the available storage and infiltration occurring within the swale.The void ratio within the soil is modeled as 30 percent with a design infiltration rate of 4 to 6 inches per hour. Twenty(20)to thirty-six(36) inches of drain rock with 8-inch underdrains (6 inches from the bottom)will be • installed at the bottom of bioretention swales.The underdrains are intended to protect the roadway pavement from the infiltrated stormwater runoff. End cap or orifice will be installed to control the release rate to the storm drain system and water infiltration volume into the native soil.The drain rocks and underdrain provides drainage to the swale, and the ponded water should be drained within 24 hours after a storm event. 4.1.2 Pervious Concrete Sidewalk Pervious concrete sidewalk consists of an open-graded mix to allow an opening in the concrete structure so that water can percolate into a subsurface gravel layer and infiltrate into the underlying native soils. Pervious concrete sidewalk will be incorporated into the project where new sidewalks are proposed. 4.1.3 Emergent Treatment Technologies: Filterra® The Washington State Department of Ecology(Ecology) has a list of approved water quality treatment emergent treatment best management practices (BMPs). Filterra° is approved for enhanced and basic treatment with General Use Level Designation.This technology is a form of bioretention planter in a precast concrete box.The special mix of high hydraulic conductivity soil is placed in the facility with an underdrain underneath.The treated water is then discharged via the underdrain to a downstream catch basin.The planted tree in the facility provides biological uptake of the water and nutrients. Filterra° or other treatment technologies will be used where bioretention swales are not feasible due to site constraints and/or infiltration is not feasible. 4.2 Sunset Terrace Regional Stormwater Facility The regional stormwater facility is proposed to infiltrate 2.9 acres of impervious surface area. Most of the impervious area (approximately 2 acres)will be from Sunset Boulevard and NE 10th Street.Additional area from the shopping strip mall north of NE loth Street will make up to the remainder of the targeted 2.9 acres.A new conveyance system will be installed along NE 10th Street to convey water from the Sunset Boulevard storm drain system (north/west side)to the new facility.A flow splitter manhole will be installed to divert stormwater runoff from the strip mall to the facility. Flows exceeding the required flow to the regional facility to provide equivalent treatment and retention to 2.9 acres will be diverted back to the existing storm drain system in Harrington WBG103012044146SEA 4 DRFAFT PREDESIGN REPORT COPYRIGHT 2012 BY CH2M HILL ENGINEERS,INC.•COMPANY CONFIDENTIAL SUNSET AREA LOW-IMPACT DEVELOPMENT RETROFIT IMPROVEMENTS Avenue NE.A tributary area map is included in Appendix A,and the typical section of the facility is included in Appendix B. The facility is proposed for the northeast corner of the future park.The bioretention swale will be landscaped with water-tolerant plants,and the rest of the surface above the infiltration gallery will be graded and seeded so that it will be usable space for the park. Figure 1 shows the layout of the facilities. The bioretention swale is proposed at the north part of the facility,just behind the sidewalk to provide water quality treatment of the runoff.The swale will have a side slope of4W4V or flatter and a maximum of 6 inches ponding and 6 inches of freeboard prior to overland overflow.An overflow structure will be located within the swale to provide secondary outlet during large storm events. Per Ecology guidelines the design infiltration rate for bioretention is approved at 12 inches per hour;therefore, using a factor of safety of 2 an infiltration rate of 6 inches per hour was used.The infiltrated water and the overflow water will then drain to the underground infiltration gallery.The infiltration gallery consists of 36 inches thick of drain rocks with perforated pipes(6 inches minimum from the bottom of the drain rocks)for even water distribution. • WBG103012044146SEA 5 DRFAFT PREDESIGN REPORT COPYRIGHT 2012 BY CH2M HILL ENGINEERS,INC.•COMPANY CONFIDENTIAL Connect 2 r to Exiov sting I Storm Drain i ;' 411 ro f/ p; J .' `'.yF�•� 411, I Is t i Connect ° "- � to Existing 4 ti Storm Drain T. A x- NSET_BLVD=(SR_8001 ��1 �I rl Connects . p" Vr . to Existin 9 - - � Storm Drain `t LEGEND ® Rain Garden Infiltration Gallery �-►- Storm Drain FIGURE 1 Proposed Stormwater Sub-Regional Facility o 100 200 3o0 t� �+ Sunset Area LID Pre-Design North Approximate scale in feet I 2 October 2012 CH2MHILL. WBG101612144602.RSLIDD_01_SitePlan 4.3 Harrington Avenue NE SUNSET AREA LOW-IMPACT DEVELOPMENT RETROFIT IMPROVEMENTS Bioretention swales are proposed to be installed along the Harrington Avenue NE for water quality treatment and some flow control. Based on the existing surface features,tributary areas, land uses, and storm drain systems,the bioretention swales were proposed at each segment.The layouts are shown on Figures 2 through 5B. The tributary area to the swales in each segment is included in Appendix A.Table 1 shows the tributary areas in the design, and Table 2 shows the size of the bioretention swales in each segment of the road.Typical cross- sections of the road are included in Appendix C. See Section 5, Design Analysis, below for more discussion for the results. TABLE 1 Tributary Areas to Bioretention Swales on Harrington Avenue NE Green Connections Pollutant- Generating Tributary Area Impervious Area Impervious Surface Pervious Surface Segment (acre) (acre) (acre) (acre) North:NE 16th Street to NE 12th Street 4.33 1.89 1.41 2.44 Middle:NE 12th Street to NE 10th Street 3.45 1.85 1.30 1.60 South 1:Sunset Boulevard to NE 9th Street 1.16 1.16 1.16 0 South 2:NE 9th Street to NE 7th Street 2.63 1.78 0.99 0.85 Tota 1 11.57 6.68 4.55 4.89 • TABLE 2 Proposed Bioretention Swale Size Bioretention Swale Size(length x width) West Side of Street East Side of Street Sizing Factor' Segment (feet) (feet) (percent) North:NE 16th Street to NE 12th Street 150 x 5.5 440 x 3.5 2.9 Middle:NE 12th Street to NE loth Street 110 x 5 170x 5 1.7 South 1:Sunset Boulevard to NE 9th Street 120 x 5 80 x 5 2.0 South 2:NE 9th Street to NE 7th Street N/A 280 x 6 2.2 Total Length 380 970 2.2 Sizing factor is the bioretention swale bottom area divided by the tributary impervious area N/A not applicable s T VIBG103012044146SEA 7 DRFAFT PREDESIGN REPORT COPYRIGHT 2012 BY CH2M HILL ENGINEERS,INC.•COMPANY CONFIDENTIAL Legend rj Remove SW Structure ® Proposed Grate Cover � Proposed sw swcwre -Remove Pipe 1 Abandon Ripe -,..,.- -�Proposed Drainage System a N Existing SW Structure —0 Existing Drainage Sysem Proposed Planter Area Proposed dioretention Swale Proposed Sidewalk Renton Parcels 25 50 100 Y cN a d a w e w♦ 1 .' " M. z Af „> t ' 00; '� 00, µ- d r «. r t dt lF lit l ISYt S. tt i}bite ,� ✓ ":,yA� ' K �'' -` �'- `V, W �a t rf Harrington Avenue Green Connections _ T 1; ^� � Figur.2-A North Segment 6 ' { Harrington Avenue NE-Proposed BMP :,. Mtik Sunset Area LID Pre-Design 1U-23-201< r C�8-&2NYHi�L Legend _ ® Remove SW Structure ® Proposed Grate Cover uF f d" •>`�.. P •) '! M>< eF °1_ :. t y. b. r �( Proposed SW Structure —_—_Remove Pipe —�Abandon Pipe ♦—Proposed Drainage System ,�' • Existing SW Structure —10 Existing Drainage Sysem Proposed Planter Area -Proposed Bioretenl'on Swale -Proposed S,dewalk ,( 4 ,� Renton Parcels 25 50 100 Feet �,,� Fes„s Y j „�.:r• ,,::� -��` '; ,. - I i V; ¢ i ' > JVP ek 4 Y C k ; &# t 4 1 y i,2 a JJyt(* 3 _ c:- 4 �Z 1 , S kN 1•'fie < _ �`� d. L }�.a 4 "P � �.: 3a .. E13thSt F , _ R � k! x Harrington Avenue Green Connections x, North Segment t r A a.� Figure 2-B N Harrington Avenue NE-Proposed BMP Sunset Area LID Pre-Design 10-23-2012 v CH2MHILL Legend S y - ` rY — �- Proposed Grate Cnver „„- _ t Proposed SW Simcture nroposed Drainage System �.'." Remove SW Structure { � •Re,me Pipe —+—Abandon Pipe ae E><isting S'.V Structure :a. it F �t7 �`•Er sting 0—rage Sysem �" �t1�.,`s} � � �w• p P. osad Planter Area Proposed Biorebntan S.3io p � •�- �ks'" r � � M Proposed ioe lk - - Renton P i,R.N r �' '> •s r .11 c od Ave NE Private Rd M. '7- r ` ��+ t "% w .t.Tv 'i .tom i •,p: fi ct A , f ftf � Awl - '� '� •. ��E•f" tom"... .�„�y � � f *'�•, Harrington Avenue Green Connections 0 tFiguree Harrington Avenue NE-Proposed BMP North Segment s i � Sunset Area LID Pre-Design 10-24--2012 lid CH2rrlHILL Legend ® Proposed crate Cover Proposed SW Structure AS �•Proposed Drainage System Remove SW Strucure ' a --Remove Pipe '"•^i —�—Abandon Pipe Existing SW St-,wre Existing Drainage Sysem Y A r Proposed Planter Area $ -Proposed Bloretendon Swale -Proposed sidewalk aA - Renton Parcels w f —J25 50 100 \ n n -eel d { F _ A a � �E t }��`' V R •� fISM L € IT 7 r} - .� OW x W � f its r fix '0 ;' « ` , F �* - , °i Harrington Avenue g �..; 101 Green Connections Figure a - a € Harrington Avenue NE-Proposed BMP South Sement 1 _ Sunset Area LID Pre-Design 10-23-2012 tCH2nnHiLL Legend ° ^ E th St a t * Proposed Grate Cover Proposed SW Swuure I (- e y•' rkT�s' Proposed Drainage '' =• `. R .„-� po nage System Remove SW Structure -_--Remove Pipe �-�Abandon Pipe C"? • Existing SW Structe ur ♦-Exlsong Dre—ge Sysem i Proposed Planter Area +' s >+ .r .,y� ...� '•Y i r ,e �' -Proposed eare[enlbn Swale -Propo..etl Sidewalk •.P �{i 'i� LAL L _J Renton Parcels f ,i « *' ^ 25 511 100IL it i s I NE 8th RI .. f g Y{ i _ Su✓ e. T NE 8th St ti s MI .�ri R, xa -r��.��•. q , Harrington^Avenue Green Connections Y i !_f Rrpyl Y,yt South Segment 2 Figure 5-A Harrington Avenue NE-Proposed BMP Sunset Area LID Pre-Design ..if-�4•. ':. .3 1 10-23-2012 lild CH2MHILL LegendW qF� M Proposed Grata C.- Proposed SW Stmaure w ^ ♦-Proposed Drainage System ove ,� _ • w .. ® Rem SW Structure _ LU P —_--Remove Pipe •� iE rPA.51R.. Z 't —}—Abandon Pi f� • Existing SW Struaure X , ♦—Existing Drainage Sysem j�Proposed Planter Area i -Proposed Sioretention Swale �=•� - " -Proposed Sidewalk ; `"'� `' r 'Renton Pacels •r � • w zs so tao If '► NE 8th P1 j Feet t I Ad LLJ 1 C Al j ct � it`> �k `' r , a NE 8th St t " POT v 7th St -ice °.Y3.t.0 �• �� MAU Harrington Avenue ri. Green Connections South Segment 2 Figure 5-13 Harrington Avenue NE-Proposed BMP Sunset Area LID Pre-Design � - 111-23-2012 `111110 CH211AHl.L SUNSET AREA LOW-IMPACT DEVELOPMENT RETROFIT IMPROVEMENTS 5. Design Analysis The bioretention Swale locations were determined based on existing site conditions including the topography, driveway access,features and impacts at the adjacent property, and existing storm drains locations. Geographic information system (GIS) data and aerial photographs from the City of Renton were used to delineate the tributary area and calculate the land covers. Ecology's Western Washington Hydrological Model V3 (WWHM; Ecology, 2012)was used to model the hydrology of the project area and the proposed LID facilities.This model simulates a SO-year rainfall record based on the Seattle-Tacoma International Airport rain gauge with a scale factor of 1. 5.1 Sunset Terrace Regional Stormwater Facility Stormwater runoff from smaller storm events will be infiltrated while the runoff from larger storm events will be released slowly through an elevated orifice(s) in the flow control manhole to the storm drain system. Code for this area of the City is to match runoff from existing conditions. Therefore,the target peak flow rate for design of the regional facility is to match the peak stormwater runoff from the existing non-impervious condition, assumed to be grass/lawn, where new impervious would be added.The area the regional facility could serve is approximately 53 percent outwash and 47 percent till soil according to the City of Renton GIS information (1.54 acres of outwash grass and 1.36 acres of till grass). A flow splitter is proposed at the north side of NE10th Street to collect runoff from the strip mall and divert runoff from an equivalent needed area to the facility.The rest of the runoff will be divert back to the existing storm drain west of the facility. The proposed subregional facilities were sized to provide a Swale bottom surface area of 1,200 square feet(150 feet x 8 feet), resulting in an area ratio of approximately 1 percent to the runoff contributing area.The underground infiltration gallery was sized to provide an area of 10,500 square feet. An elevated orifice is proposed to control the release of the stormwater runoff in excess of the infiltration capacity of the native soils. Table 3 shows the reduction in peak flow rate. In general, the peak flow rate was reduced for 2-year to 100-year storm events.The release rate meets or exceeds the peak flow control standard requirements. More than 92 percent of the runoff volume will drains thru the bioretention soil for treatment and more than 99 percent of runoff volume will be infiltrated into the native ground. Less than 1 percent of the runoff volume will be discharge to the storm drains at Sunset Boulevard.The reduction in runoff peak flow rate and runoff volume will improve the water quality and quantities at John's Creek, and Lake Washington.The WWHM model input and output is included in Appendix D.The released water will discharge to a new storm drain combining with the existing storm drains from the Harrington Avenue NE. TABLE 3 Peak Flow Rate of the Targeted and Proposed Conditions for the Sunset Terrace Regional Stormwater Facility Targeted Mitigated Storm Event (ft3/s) (ft3/s) 2-year 0.073 0.064 5-year 0.124 0.123 10-year 0.167 0.162 25-year 0.231 0.207 50-year 0.288 0.236 100-year 0.353 0.262 Note:Peak flow rates are based on WWHM(Ecology,2012)output using hourly time-steps. ft3/s cubic feet per second The facility will be further refined in coordination and collaboration with the RHA and City of Renton Community Services for the location, layout,grading, and landscaping features. WBG103012044146SEA 20 DRFAFT PREDESIGN REPORT COPYRIGHT 2012 BY CH2M HILL ENGINEERS,INC.•COMPANY CONFIDENTIAL SUNSET AREA LOW-IMPACT DEVELOPMENT RETROFIT IMPROVEMENTS 5.2 Harrington Avenue NE Seven WWHM models were performed to evaluate the treatment volume and flow reduction: • East and west side of Harrington Avenue NE between NE 16th Street to NE 12th Street • East and west side of Harrington Avenue NE between NE 12th Street to NE 10th Street • East and west side of Harrington Avenue between Sunset boulevard to NE 9th Street • East side only for the segment between NE 9th Street to NE7th Street. For each model, a tributary area is routed to a single swale representing the total length of the Swale within that project segment.The length of the swale and the size of the orifice were adjusted to maximize peak flow rate reduction and infiltrate a minimum of 91 percent of the runoff through the bioretention soil.Adding the underdrain with orifice control results in a slight increase the release rate of runoff during the smaller storms but maintains available storage to provide peak-flow reduction for the larger storm events.This conceptual design maximizes the available space for bioretention swales and,therefore, exceeds the current targets. Future design refinements will likely reduce the extent of bioretention swales as additional site constraints are evaluated (e.g. utilities).According to the geotechnical exploration,the design infiltration rate for the project is 1.2 inches per hour, except the segment of Harrington Avenue NE between NE 12th to NE 10th Streets where infiltration is not considered feasible. According to the model results,the peak flow rates reduction are approximately from 26 to 63 percent.The flow reduction reported is equal to the lowest reduction from the 2-year to the 100-year recurrence interval storm events as reported by WWHM (Ecology, 2012).All of the tributary areas are treated to the water quality standard of infiltrating 91 percent of the runoff volume through the bioretention soil.Table 4 shows the flow reduction percentage and treated volume percentage.The WWHM model input and output can be found in Appendix D. • TABLE 4 Treatment Volume and Flow Reduction Percentage from BMPs Equivalent Flow Removal of Flow Treated Reduced Impervious Corresponding Appendix D Area Tables Harrington Avenue NE Segments (percent) (percent) Area(acres) and WWHM Model Outputs North:NE 16th Street to NE 12th Street 96% 63% 1.2 Area Table 2A and 213 and WWHM Model Outputs[NH-E-1011]and[NH-W-1011] Middle:NE 12th Street to NE 10th Street 93% 26% 0.5 Area Table 3A and 36 and WWHM Model Outputs[MH-E-1011]and[MH-W-1011] South 1:Sunset Boulevard to NE 9th Street 9S% 30% 0.3 Area Table 4 and WWHM Model Output [[SH-N-1014] South 2:NE 9th Street to NE 7th Street 93% 44% 0.8 Area Table 5 and WWHM Model Output [SouthHS_E_vl] Total 2.8 WWHM Western Washington Hydrology Model(Ecology,2012) The bioretention swale dimensions and size and elevation of the orifice will be further refined in future design phases based on the actual site conditions and public input.Also, other BMPs, such as pervious concrete sidewalk or other emergent treatment technology can be included to compensate for lost available bioretention Swale area due to site constraints. WBG103012044146SEA 21 DRFAFT PREDESIGN REPORT COPYRIGHT 2012 BY CH2M HILL ENGINEERS,INC.•COMPANY CONFIDENTIAL SUNSET AREA LOW-IMPACT DEVELOPMENT RETROFIT IMPROVEMENTS 5.3 Issues for Further Consideration This predesign report was prepared to further the conceptual analysis, refine the evaluation and goals of the project and identify issues to be addressed in the design phase of the project. Key challenges and issues that are to be addressed in the next phase of the project are summarized below and in the attached review comments of the draft Pre-Design Report: • Preservation of existing trees where feasible is consistent with the LID approach and will be a continued goal on the project. A preliminary arborist study was conducted along the Harrington Avenue NE corridor and will continue to be consulted during the design phase. • The proposed bioretention facilities (or rain gardens)will be designed to fit the context of the streetscape and/or park. Design will be closely coordinated with landscape architects, City of Renton Transportation and Parks departments and the public to achieve this goal. • On-going operations and maintenance responsibilities need to be defined during the design stage. • The design of curb extensions along Harrington is likely to affect on-street parking. The design phase will coordinate and minimize impacts to parking to the extent feasible as well as define signage requirements. • The proposed layout and improvements will be refined to preserve as much of the existing storm drainage system as possible. • Tributary flow to the Sunset Terrace Regional Stormwater Facility is currently planned to come from SR 900 and a portion of the neighboring commercial development at the NW corner of SR 900 and NE 10th Street. Inflow from the commercial development may need to be plumbed through a flow splitter facility. • • Existing utilities will be located and potholed where necessary to avoid conflicts. Some revisions to the design, particularly due to an existing waterline along the east curbline of Harrington, may be necessary. • Pervious concrete sidewalk section, i.e.the reservoir course,will be sized to infiltrate 100 percent of the rainfall. • There is an opportunity to coordinate with other infrastructure improvements in the area, reducing costs and construction disruptions to the neighborhood. In particular, a new water main may be provided along Harrington Avenue NE between NE loth Street and NE 121h Street. WBG103012044146SEA 22 DRFAFT PREDESIGN REPORT COPYRIGHT 2012 BY CH2M HILL ENGINEERS,INC.•COMPANY CONFIDENTIAL SUNSET AREA LOW-IMPACT DEVELOPMENT RETROFIT IMPROVEMENTS 6. Cost Opinion A cost opinion was developed based on the conceptual design layout (Figure 1 to Figure 5).Table 5 below lists the project total construction cost.The breakdown of the construction cost is included in Appendix E. TABLE 5 Cost Opinion Project Construction Cost Sunset Terrace Regional Stormwater Facility $600,000 Harrington Avenue NE North Segment:NE16th Street to NE12th Street $810,300 Harrington Avenue NE Middle Segment NE12th Street to NE10th Street $427,100 Harrington Avenue NE South Segment 1:Sunset Boulevard to NE9th Street $219,000 Harrington Avenue NE South Segment 2:NE 9th Street to NE 7th Street $514,700 Total $2,571,100 The construction costs include the installation of the new bioretention swales, new pervious concrete sidewalk, new storm drains, and pavement restorations.Allowances were added for miscellaneous detail allowance (10 percent),traffic control, mobilization (10 percent), contingency(30 percent), and state sales tax(9.5 percent).The cost represents the construction cost in October 2012. No right-of-way acquisition was anticipated, and all of the • stormwater facilities and conveyance systems will be constructed within the City's right-of-way. The City is in the process obtaining Ecology grants for the project's design and construction cost.The City is anticipated to receive $982,000 for the Sunset Terrace Regional Stormwater Facility and $913,000 for the Harrington Avenue NE.The project will be design and constructed using the combination of Ecology grants and City funds. In the next phase of design for Harrington Avenue NE,the project will focus on the segments north of NE10th Street. Further design refinements will be made to reduce construction cost,such as reducing conveyance and restoration cost and reducing the length of bioretention swales while meeting the design targets and criteria, and matching the available fund. it WBG103012044146SEA 23 DRFAFT PREDESIGN REPORT COPYRIGHT 2012 BY CH2M HILL ENGINEERS,INC.•COMPANY CONFIDENTIAL SUNSET AREA LOW-IMPACT DEVELOPMENT RETROFIT IMPROVEMENTS 7. Reference ASTM. 2007. Method D42Z Standard Test Method for Particle-Size Analysis of Soils.American Society for Testing and Material,West Conshohocken, Pennsylvania. CH2M HILL. 2012.Sunset Stormwater Retrofit Low-Impact Development Project Geotechnical Data and Recommendations Report. Prepared for the City of Renton,Washington.August. City of Renton. 2010a. Draft Sunset Area Community Planned Action NEPA/SEPA Environmental Impact Statement. Prepared for City of Renton and Renton Housing Authority. Available at: http://rentonwa.gov/uploaded Files/Business/CED/planning/2010/Voll SunsetArea-PA DraftElS.pdf. City of Renton Community and Economic Development, Renton, Washington. December. City of Renton. 2010b.Amendments to King County Surface Water Design Manual.Available at: http://rentonwa.gov/uploaded Files/Government/PW/UTILITIES/Surface Water/City%20Amendments%2 Oto%20the%2OKing%2OCounty%20Surface%2OWater%2ODesign%2OManual.pdf. City of Renton, Public Works Department, Surface Water Utility, City of Renton, Washington. February. City of Renton. 2011.Sunset Area Surface Water Master Plan. City of Renton, Community and Economic Development Department and Public Works-Surface Water Utility Department, Renton, Washington. April. Ecology. 2005.Stormwater Management Manual for Western Washington. Available at: http://www.ecy.wa.gov/programs/wq/stormwater/manual.html. Washington Department of Ecology, Olympia, Washington. April. Ecology. 2012. Western Washington Hydrology Model. Version 3.0. http://www.ecy.wa.gov/programs/wq/stormwater/wwhmtraining/wwhm/wwhm v3/index.html. Washington Department of Ecology, Olympia, Washington. King County. 2009. King County, Washington, Surface Water Design Manual. Available at: http://your.kingcounty.gov/dnrp/library/water-and-land/stormwater/surface-water-design- manual/SWDM-2009.pdf. King County Department of Natural Resources and Parks,Seattle,Washington. January 9. Rusciano, G. M., &Obropta, C. C. (January 01, 2007). Bioretention Column Study: Fecal Coliform and Total Suspended Solids Reductions. Transactions of the Asabe, 50,4, 1261-1269. WBG103012044146SEA 24 DRFAFT PREDESIGN REPORT COPYRIGHT 2012 BY CH2M HILL ENGINEERS,INC.•COMPANY CONFIDENTIAL Appendix A Tributary Area Maps jV;Z2' ,fjQ !' .' _ t pI 1��M "g�' 7.s?-} •.kyp a "k.' i ! o Ca d rigt � p�+^' A 1 �� ��y„ ' 'E t"a ,• :..,J � >t� ''`..'�.�t` ��t 1 r "$- ' .,.s, y� irin t�fG 1t.�., lvE C "vH. 9.. �2�t ,•.a� r 89� ���(�'M;�. r."� ��c,�.:-_ �''tf`.:���iitS��� .�, �. s '�« 'f -�.� � � �- �A '���•�'t�'. yy ,'i4 .�y `� „- rev°,'• ?g.. ,,. �� -'a- ! :ti '. , '� ..+r r 4 P, 71 {rC<s.�&J �i�m Yf r '-• �.! _ �J�'". � �f�r„L' u�,. y� t �-.�.♦ � ,.y+ •�•t�� �.. _ �I 1 its- ex Ayp6 1� _ ti3 ti 21 jf s s Y,- i fib' { :•r f � . CD Je �cs'rfh : �+�. !.� "t,tGe +�"� �,� ,. "4 �\ ➢i g'}. �) � ;1 ;xxt�` �. .� dR i/ t. `'« 3yq. ^"�,y'� Y � �y �. � 'rjr.. �.w �E' ' 1 ,!•,���5 1'•\ `� - .,f '�«r.1 4W � �.�tt$�,.y'�,e..:. f i''l`� _F� �� � / � ` ;:.v�e: 34 34 Jwi erson Ave N f j /t�i ,.r y.�-�3B8 .{ .y ti� �°.A � _ i �� e� ��.,�. a. r.._ � ; w° 1� ,i:zl� �3�r=�. r•� +7 7' ..s 3� � :.. ,,.•>ti A�`�� a � �x � y M:�� t •�5v l �`. �i. ".,3"'t:s �:.:7 {� �.�►ta.�.1, �- t =;aw��inr,,,��y.. o c c T } �r `^ ✓ + sy' is t ,. : �': y3: µ, m e xm ".w fZll u+,.f Z - '§rr e "� ' ' .._ zr t f 4r A \, x �+, a'�lV �yT �. Y m 8 J N ✓ §/ D_. -�"[>s Z ° � ':i� � Y �1[ � � f ' �{ r7> 1 ."� y�3 n* '�i. r y a jf�{ I ir�IFland Ate " �y �•,:6 ,, Aa G i V « ,, �.' V y,w �} 'b ) •a s.. m3 �- ,� _ .� `�`yt �C+tJ°{:,`�: tiolt.c� qw,,.-':�,ter pn1 �+ '. "'•;' t�.. • ��.�� _._ -.. J r� �..�t,�w O y + y %c �4;°afp �% F - .�rA .. ` y,c` ! 1 _.! _._ I 7 m�' „rzx•. pti r J ex? 7M rr �7 s .Jh '►a� )"�f tl t i- `,'�.` � /1 r.a o {'{ C .ry..•.rh 3�#� 89I '4 4 R• a�,�y ; n s rit�l.a l�s .T. Ov �. .� '3 ...,y t.d F Nr �+•,� C-YnnIV'o6dAV6� P_ ',y �� wr t ,s7lt r • fay, n=i r,(trx � 3,,3 i • d t y? r f ' -- '!j "1ra a`S• x' < � ./� l.,.y..� � y� ar 'J 3B037R6 #w'•981i 3y8"y+'� ,w+_«, n••„« p;t i.. -r R 1 yD" Monroe,/jve NE W 314 904 +w• tt Legend LID Drainage Basins w ...� QV>� q y^ r••••"•',� . -Tributary Roads OTributary Driveways - :,.� C`^..-. Tributary Roofs - _ � a Contours �� .� Renton Parcels g t 25 Sn 10 'J6 l ILL e ^41 = '-$ t ' �� �t ` - �� �.,��` �•ram l4`...- � ."^r r �z MNA- mft I f =014 * � X' Harrington Avenue Green Connections - = " North Segment i FigureA_z Harrington Avenue NE-Drainage Tributary Area Sunset Area LID Pre-Design th - 10-26-2012 CH2MHILL Legend �` tE 12th St QuD D.-ge Basinsv ,y---Sp:,.:.-:-_ _ 4' —Tributary Roaos �.�` � p'a*�, �,�� � �'''° � ''"� � •.+�.�� G' -rt taryD--ys "` ` -k�T{[�jj''; a: :+ 4'd ( �3�_�... • r.. Tnbutary Raofs S •F fye _ :;�R •f(. �'M01 Ramon Paaels . � IF �� t-. • F tr Od Ave-fit ne 14 rx-- 4 .fa. . .�s.aw.,s. Y Q '= Harrington Avenue r -- A Green Connections Middle Segment a '`�� Figure A-3 f r ` Harrington Avenue NE-Drainage Tributary Area ME10th�St� SunsetArea LID Pre-Design 10-26-2012 10 cw2MHIL j �".:_: yA' �'fw* wyyy� .mil^_....--...» +i`k1 "__._. 4..::°w�_�• ♦' i,'.• �., ,€ �, �, 1 � 401 CL '^It t4 Harrington Aly NE - " a , 330'. *AI d3 bk 2 a V kry , , •_n F ": r«:�,,. ;� 9n :..�5'� .,,IN•�' �R;la�*""'�.I A rip bx �� �• �� 'T �y*, f��t- .. � i+�l[ k � 't qua-.�. � : ���>'��� t:,��`�.��, ,� ^;'"�,, V, CD "! CD 4A X 111���1 IF•/! t � 5 FI t` a v m rb �., o N V CP y /J i 342CA CD z � ; _ r ��_331 ,, - Legend -NE'i3th St CMLID Drainage Basins -Tributary R,ptls ,'��a. O Tributary• Driveways "•TS +'t- 'tij,.4 �F.�Tibutary Roofs - Contours Renton Parcels ;H. ` _4177 ro i''h, h' :f c,a�S4k::., y•.. Q 2'lm� j f ri- 71 ul Nk -^-� �Vim- k --� NE 8th St .n. t r� .w 9 7th Sf '{. At Harrington Avenue Connections Green ons ,. ec South Segment 2 �. A e ��. /�' , y Figure A-5 Harrington Avenue NE-Drainage Tributary Area Sunset Area LID Pre It -Design I $ o-zs-zo12 a- CH2TAHILL Appendix B Subregional Facility Typical Sections ........._..__.._._ SHEET NO ___ _of __....__ Ee ._.,,f,? ..t.. ............ .... _.____.__.m _ _ _ .______..._ PROJECTN { ) w I\Al fn 1 � # Y s O ;4 r`t E (r t { u' e 3 r. ,.................... a .... ` V �!J Y �s � 3 tj ' jj r ` Jf? I a ^` (t i i i t < 1 Appendix C Harrington Avenue NE Typical Sections ' CH2MHILLi® Job No. 14W Sheet No, Job Name Date' Subject Computed By t Checked By � Al 1 i ti i ' j o. C*42MH I LLA Job Sheet No, Job Name Date Subject Computed By Checked By _ r., / l vl 1 a `wj J7 x. ki TrI • l a { _ ("AlOV41 Li 1 4 s yz . q i e r i5 { e { f � E E 3- a 1 ` i s y F E d a.. "I. i NJ CH2MHILL. Job No, 400- Sheet No, Job Name Date Subject l Computed By Checked By v Appendix D WWHM Model Output and Input Sub-Regional Stormwater Facility • Western Washington Hydrology Model PROJECT REPORT Project Name: RegFac_4OWTG Site Address: City Renton Report Date 10/15/2012 Gage Seatac Data Start 1948/10/01 Data End 1998/09/30 Precip Scale: 1.00 WWHM3 Version: PREDEVELOPED LAND USE Name Basin 1 Bypass: No GroundWater: No Pervious Land Use Acres A B, Lawn, Flat 1.54 C. Lawn, Flat 1.36 Impervious Land Use Acres • Element Flows To: Surface Interflow Groundwater Name 10000SF Bypass: No GroundWater: No Pervious Land Use Acres Impervious Land Use Acres ROADS FLAT 2.9 Element Flows To: Surface Interflow Groundwater etention Rain Garden, etention Rain Garden, Name etention Rain Garden Bottom Length: 150ft. Bottom Width: 8ft. Depth 1 .45ft. Volume at riser head : 0.0397ft. Infiltration On Infiltration rate : 6 Infiltration saftey factor 1 Side slope 1: 4 To 1 Side slope 2: 4 To 1 Side slope 3: 4 To 1 Side slope 4: 4 To 1 Discharge Structure Riser Height: 0.95 ft. Riser Diameter: 18 in. Element Flows To: Outlet 1 Outlet 2 Infiltration Bed, Infiltration Bed, Pond Hydraulic Table Stage(ft) Area(acr) Voi=e(acr-ft) Dschr (cfs) Infilt(cfs) 0.000 0.028 0.000 0.000 0.000 0.016 0.028 0.000 0.000 0.167 0.032 0.028 0.001 0.000 0.167 0.048 0.029 0.001 0.000 0.167 0.064 0.029 0.002 0.000 0.167 • 0.081 0.030 0.002 0.000 0.167 0.097 0.030 0.003 0.000 0.167 0.113 0.031 0.003 0.000 0.167 0.129 0.031 0.004 0.000 0.167 0.145 0.032 0.004 0.000 0.167 0.161 0.032 0.005 0.000 0.167 0.177 0.033 0.005 0.000 0.167 0.193 0.033 0.006 0.000 0.167 0.209 0.034 0.006 0.000 0.167 0.226 0.034 0.007 0.000 0.167 0.242 0.035 0.008 0.000 0.167 0.258 0.035 0.008 0.000 0.167 0.274 0.036 0.009 0.000 0.167 0.290 0.036 0.009 0.000 0.167 0.306 0.037 0.010 0.000 0.167 0.322 0.037 0.010 0.000 0.167 0.338 0.038 0.011 0.000 0.167 0.354 0.038 0.012 0.000 0.167 0.371 0.039 0.012 0.000 0.167 0.387 0.039 0.013 0.000 0.167 0.403 0.039 0.013 0.000 0.167 0.419 0.040 0.014 0.000 0.167 0.435 0.040 0.015 0.000 0.167 0.451 0.041 0.015 0.000 0.167 0.467 0.041 0.016 0.000 0.167 0.483 0.042 0.017 0.000 0.167 0.499 0.042 0.017 0.000 0.167 0.516 0.043 0.018 0.000 0.167 0.532 0.043 0.019 0.000 0.167 . 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Bottom Width : 70ft. Trench bottom slope 1: C.005 To 1 Trench Left side slope 0: 0.1 To 1 Trench right side slope 2: 0.1 To 1 Material thickness of first layer : 3 Pour Space of material for first layer 0.3 Material thickness of second layer : 0 Pour Space of material for second layer 0 Material thickness of third layer : 0 Pour Space of material for third layer 0 Infiltration On Infiltration rate 1.2 Infiltration saftey factor : 1 Discharge Structure Riser Height: 3.1 f�. Riser Diameter: 18 in. Orifice 1 Diameter: 1.4 in. Elevation: 0.5 ft. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table Stage(ft) Area(acr) Volume(acr-ft) Dschrg(cfs) Infilt(cfs) 0.000 0.241 0.000 0.000 0.000 0.039 0.241 0.003 0.000 0.292 0.078 0.241 0.006 0.000 0.292 0. 117 0.241 0.008 0.000 0.292 C.156 0.241 0.011 0.000 0.292 0.194 0.241 0.014 0.000 0.292 0.233 0.241 0.017 0.000 0.292 0.272 0.241 0.020 0.000 0.292 0.311 0.241 0.023 0.000 0.292 0.350 0.241 0.025 0.000 0.292 0.389 0.241 0.028 0.000 0.292 0.428 0.241 0.031 0.000 0.292 0.467 0.241 0.034 0.000 0.292 0.506 0.241 0.037 0.004 0.292 0.544 0.241 0.039 0.011 0.292 0.583 0.241 0.042 0.O15 0.292 0.622 0.241 0.045 0.018 0.292 0.661 0.242 0.048 0.021 0.292 0.700 0.242 0.051 0.023 0.292 0.739 0.242 0.053 0.025 0.292 0.778 0.242 0.056 0.027 0.292 0.817 0.242 0.059 0.029 0.292 0.856 0.242 0.062 0.031 0.292 0.894 0.242 0.065 0.032 0.292 0.933 0.242 0.068 0.034 0.292 0.972 0.242 0.070 0.035 0.292 1.011 0.242 0.073 0.037 0.292 Z6Z'O ZSL'0 bLZ'O £bZ'0 8ZZ'£ Z6Z'O ZLv 0 99Z'0 £6Z'0 68T'£ Z6Z'O LbZ'0 SSZ'O £bZ'0 OST'£ Z6Z'O OOT'0 9bZ'0 £bZ'0 TTT'£ Z6Z'O £80'0 9£Z'0 £T7Z'0 ZLO'£ Z6Z'O Z80'0 LZZ'O £�Z'0 ££0'£ Z6Z'O T80'0 LTZ'O £bZ'0 b66'Z Z6Z'O T80'0 STZ'O £bZ'O 996'Z Z6Z'O 080'0 ZTZ'0 £6Z'0 LT6'Z Z6Z'O 6L0'0 60Z'0 £6Z'0 8L8'Z Z6Z'O 6L0'0 90Z'0 £tZ'0 6£8'Z Z6Z'O 8LO'O £OZ'O £bZ'0 008'Z Z6Z'O LLO'0 OOZ'0 £bZ'O T9L'Z Z6Z'O LLO'0 86T'0 £tlZ'0 ZZL'Z Z6Z'O 9L0'0 96T'0 £bZ'O £89'Z Z6Z'O SLO'O Z6T'0 £bZ'O bt9'Z Z6Z'O SLO'O 68T'O £6Z'O 909'Z Z6Z'O bL0'0 98T'O £bZ'O L9S'Z Z6Z'O £LO'0 £8T'O £bZ'O 8ZS'Z Z6Z'O £LO'O T8T'O £bZ'O 68b'Z Z6Z'O ZLO'0 8LT'0 £lvZ'0 OSb'Z Z6Z'O TLO'0 9LT'0 £bZ'O TTb'Z Z6Z'O OLO'0 ZLT'0 £tIZ'0 ZL£'Z Z6Z'O OLO'0 69T'0 £IVZ'O £££'Z Z6Z'O 690'0 99T'O £bZ'O b6Z'Z Z6Z'O 890'0 fi9T'0 £lvZ'0 99Z'Z Z6Z'0 L90'0 T9T'0 £bZ'0 LTZ'Z Z6Z'O L90'0 8ST'0 £bZ'O 8LT'Z Z6Z'O 990'0 SST'0 £bZ'O 6£T'Z Z6Z'O 990'0 ZST'0 £�Z'0 OOT'Z Z6Z'O 690'0 6bT'0 ZbZ'0 T90'Z Z6Z'0 �90'0 LbT'0 ZbZ'0 ZZO'Z Z6Z'O £90'0 bbT'O ZbZ'O £86'T Z6Z'O Z90'0 TbT'0 ZIVZ'O bt,6'T Z6Z'O T90'0 8£T'0 ZbZ'O 906'T Z6Z'O 090'0 S£T'0 ZbZ'O L98'T Z6Z'O 690'0 ££T'0 ZbZ'O 8Z8'T Z6Z'O 890'0 O£T'0 ZbZ'O 68L'T Z6Z'O 890'0 LZT'0 ZIVZ'0 OSL'T Z6Z'O L90'0 bZT'0 ZbZ'0 TTL'T Z6Z'O 990'0 TZT'O ZbZ'O ZL9'T Z6Z'O S90'0 8TT'0 ZbZ'O ££9'T Z6Z'O b90'0 9TT'0 ZbZ'0 b69'T Z6Z'O £SO'0 £TT'0 ZbZ'O 999'T Z6Z'O ZSO'0 OTT'0 ZbZ'0 LTS'T Z6Z'O TSO'0 LOT'O ZbZ'O 8Lb'T Z6Z'O OSO'0 bOT'0 ZbZ'0 6£b'T Z6Z'O 6b0'0 TOT'O ZtlZ'0 OOb'T Z6Z'O 8b0'0 660'0 ZbZ'0 T9£'T Z6Z'0 Lb0'O 960'0 ZbZ'0 ZZ£'T Z6Z'O 9b0'0 £60'0 ZbZ'0 £8Z'T Z6Z'O tltl0'0 060'0 ZbZ'0 ttZ'T Z6Z'0 £b0'O L80'0 ZbZ'O 90Z'T Z6Z'O Zb0'0 980'0 ZbZ'O L9T'T Z6Z'O Tb0'0 Z80'0 ZtlZ'O 8ZT'T Z6Z'O Ob0'0 6LO'O ZbZ'O 680'T Z63'0 8£0'0 9L0'0 ZbZ*o OSO'T 3.267 0.243 0.284 1.080 0.292 3.306 0.243 0.293 1.448 0.292 3.344 0.243 0.303 1.852 0.292 3.383 0.243 0.312 2.291 0.292 3.422 0.243 0.322 2.760 0.292 3.461 0.243 0.331 3.259 0.292 3.500 0.244 0.341 3.785 0.292 MITIGATED LAND USE ANALYSIS RESULTS Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.073005 5 year 0.124077 10 year 0.166614 25 year 0.231264 50 year 0.287981 100 year 0.352582 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.063809 5 year 0.123443 10 year 0.162299 25 year 0.206948 50 year 0.236238 100 year 0.262094 Yearly Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1950 0.085 0.052 1951 0.377 0.048 1952 0.163 0.071 1953 0.053 0.015 1954 0.037 0.014 1955 0.069 0.011 1956 0.097 0.070 1957 0.112 0.043 1958 0.095 0.060 1959 0.060 0.042 1960 0.063 0.017 1961 0.102 0.070 1962 0.087 0.010 1963 0.034 0.000 1964 0.064 0.000 1965 0.073 0.027 1966 0.049 0.018 1967 0.057 0.017 1968 0.136 0.057 1969 0.074 0.037 1970 0.058 0.036 1971 0.060 0.032 1972 0.064 0.020 1973 0.214 0.065 1974 0.050 0.023 1975 0.066 0.000 1976 0.115 0.065 1977 0.065 0.018 1978 0.024 0.010 1979 0.070 0.057 1980 0.030 0.022 1981 0.090 0.052 1982 0.077 0.037 1983 0.163 0.123 1984 0.065 0.053 1985 0.064 0.012 1986 0.034 0.037 1987 0.122 0.082 1988 0.107 0.076 1989 0.041 0.003 1990 0.029 0.000 1991 0.262 0.491 1992 0.204 0.221 1993 0.058 0.034 1994 0.046 0.000 1995 0.022 0.000 1996 0.063 0.034 1997 0.203 0.074 1998 0.141 0.239 1999 0.071 0.024 Ranked Yearly Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.3767 0.4907 2 0.2619 0.2392 3 0.2141 0.2214 4 0.2035 0.1234 5 0.2033 0.0820 6 0.1633 0.0763 7 0.1631 0.0738 8 0.1408 0.0713 9 0.1356 0.0698 10 0.1219 0.0697 11 0.1154 0.0654 12 0.1116 0.0652 13 0.1074 0.0599 14 0.1022 0.0574 15 0.0973 0.0570 16 0.0946 0.0531 17 0.0902 0.0520 18 0.0873 0.0517 19 0.0852 0.0476 20 0.0769 0.0426 21 0.0741 0.0418 22 0.0735 0.0371 23 0.0709 0.0370 24 0.0700 0.0370 25 0.0686 0.0357 • 26 0.0660 0.0341 27 0.0652 0.0341 28 0.0645 0.0321 29 0.0644 0.0269 30 0.0643 0.0241 31 0.0637 0.0228 32 0.0633 0.0218 33 0.0632 0.0200 34 0.0600 0.0183 35 0.0597 0.0175 36 0.0584 0.0174 37 0.0581 0.0170 38 0.0566 0.0147 39 0.0532 0.0144 40 0.0501 0.0124 41 0.0489 0.0114 42 0.0456 0.0104 43 0.0412 0.0102 44 0.0373 0.0026 45 0.0340 0.0000 46 0.0337 0.0000 47 0.0302 0.0000 48 0.0292 0.0000 49 0.0244 0.0000 50 0.0219 0.0000 POC #1 . Facility FAILED duration standard for 1+ flows. Flow(CFS) Predev Dev Percentage Pass/Fail 0.0365 2145 392 18 Pass 0.0390 1734 340 19 Pass 0.0416 1543 312 20 Pass 0.0441 1267 286 22 Pass 0.0467 1065 260 24 Pass 0.0492 955 233 24 Pass 0.0517 807 199 24 Pass 0.0543 690 172 24 Pass 0.0568 618 156 25 Pass 0.0594 512 132 25 Pass 0.0619 467 116 24 Pass 0.0644 393 90 22 Pass 0.0670 339 73 21 Pass 0.0695 312 59 18 Pass 0.0721 274 50 18 Pass 0.0746 240 37 15 Pass 0.0771 223 31 13 Pass 0.0797 182 20 10 Pass 0.0822 157 19 12 Pass 0.0848 137 17 12 Pass 0.0873 116 17 14 Pass 0.0898 107 17 15 Pass 0.0924 94 17 18 Pass 0.0949 86 17 19 Pass • 0.0975 77 17 22 Pass 0.1000 67 17 25 Pass 0.1025 63 17 26 Pass 0.1051 58 17 29 Pass 0.1076 54 17 31 Pass 0.1102 49 17 34 Pass 0.1127 40 17 42 Pass 0.1152 38 17 44 Pass 0.1178 37 17 45 Pass 0.1203 36 16 44 Pass 0.1229 35 16 45 Pass 0.1254 33 16 48 Pass 0.1279 32 16 50 Pass 0.1305 32 16 50 Pass 0.1330 30 16 53 Pass 0.1356 26 14 53 Pass 0.1381 24 13 54 Pass 0.1407 18 13 72 Pass 0.1432 16 12 75 Pass 0.1457 16 12 75 Pass 0.1483 16 12 75 Pass 0.1508 16 12 75 Pass 0.1534 16 12 75 Pass 0.1559 16 12 75 Pass 0.1584 16 10 62 Pass 0.1610 15 9 60 Pass 0.1635 12 9 75 Pass • 0.1661 12 9 _ 75 Pass 0.1686 10 9 90 Pass 0.1711 10 9 90 Pass 0.1737 9 8 88 Pass 0.1762 9 8 88 Pass 0.1788 9 8 88 Pass 0.1813 9 8 88 Pass 0.1838 9 8 88 Pass 0.1864 8 7 87 Pass 0.1889 8 7 87 Pass 0.1915 8 7 87 Pass 0.1940 8 7 87 Pass 0.1965 8 7 87 Pass 0.1991 8 7 87 Pass 0.2016 8 7 87 Pass 0.2042 7 7 100 Pass 0.2067 7 6 85 Pass 0.2092 6 6 100 Pass 0.2118 5 6 120 Fail 0.2143 5 5 100 Pass 0.2169 5 5 100 Pass 0.2194 5 4 80 Pass 0.2219 5 3 60 Pass 0.2245 5 3 60 Pass 0.2270 5 3 60 Pass 0.2296 5 3 60 Pass 0.2321 5 3 60 Pass 0.2346 5 3 60 Pass 0.2372 5 3 60 Pass • 0.2397 5 3 60 Pass 0.2423 5 3 60 Pass 0.2448 5 3 60 Pass 0.2473 4 3 75 Pass 0.2499 3 3 100 Pass 0.2524 3 2 66 Pass 0.2550 3 2 66 Pass 0.2575 3 2 66 Pass 0.2600 2 2 100 Pass 0.2626 2 2 100 Pass 0.2651 2 2 100 Pass 0.2677 1 2 200 Fail 0.2702 1 2 200 Fail 0.2727 1 2 200 Fail 0.2753 1 2 200 Fail 0.2778 1 2 200 Fail 0.2804 1 2 200 Fail 0.2829 1 2 200 Fail 0.2854 1 2 200 Fa4_1 0.2880 1 2 200 ?ail The development has an increase in flow durations from 1/2 predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. Water Quality BMP Flow and Volume for POC 1. On-line facility volume: 0.3421 acre-feet • On-line facility target flow: 0.01 cfs. Adjusted for 15 min: 0.3692 cfs. Off-line facility target flow: 0.1618 cfs. Adjusted for 15 min: 0.1829 cfs. Perind and Impind Changes No changes have been made. This prcgra:i and accompanying documentation is provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by the user. Clear Creek Solutions and the Washington. State Department of Ecology disclaims all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions and/or the Washington State Department of Ecology be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions or the Washington State Department of Ecology has been advised of the possibility of such damages. • < � vu f'wrArtf'(yp� P�.s a.. „ ,• •, fmbMNk1[u�4brvaium(q x�.....,.,_....�4W..._�..�T..�.ri - � f sh>-y�me.s�nas GM.rS4 w« F, } Ws ue„r,a y j - P MM OiRe )%rt4 (!>ru[� fM4awufM+Sf�f OMw ue .�rw 4Mwp.Haw.rv+. YlY2E xgvaa� ��4wltfii RN ..»w fMx Al+z'�'a>«x+z �F.v f«aoavanxz +%.e cxrnrt a ' 3 n.grl e+w.Ynd 'G� 5Aer 1'v+srl Mstlr yp.as+e .. r i 7a� I(VI% I2 is)PM v rw a ................ u Yt,NMIO$� � !•k.Ry Nnmm :i.xr✓a..�...:.. _ '.��s,.7yp,A fldlWl (>uq-�7 tlrNw i ' TNwrabannC+man '6 _ ., Vigo; wy o Mr��yy s �a i .av fKwvy 1 +•>AMwewe+w r-_.•..+.: NY�hW1xtlA� mt-N "`,` � �..,b•i....r...i.w..a<.1 �. ^y.;E tJs•;una.zhry.�:PHSw:•AdA zr:SiY v -IR "........4 ^..............-----------------------............ �.k;�'�'6"s�:fwm'&u tQn�ZOti.1S)PM i Harrington Avenue NE i Renton Sunset Stormwater Retrofit/LID Project Renton Sunset City of Renton Table 2A Tributary Area Breakdown Location:Renton Highlands,Renton,WA Sub-Basin:Harrington Avenuue NE Eastside;NE 12th St to NE 16th St Project Sub-Total Sub-Total Land Use site SF) (Ac) Impervious Roadway/Parking Roadway/Parking 17424 17424 0.40 Roofs 20865 20865 0.48 Driveways 11892 11892 0.27 Pond Sidewalk 7405 7405 0.17 Pervious Till Landsca e Outwash Landscape 105982 105982 2.43 Saturated Landscape Green Roof Pervious Pavement Sub-total 163568 3.76 Total 163568 3.76 AreaCalc 1025.xis-NH-East 10/29/2012 • Appendix E Opinion of Cost RENTON SUNSET PLAN ACTION EIS PROJECT DATE: 10/10/2012 REGIONAL FACILITIES PROJECT NO.:437060 ORDER OF MAGNITUDE ESTIMATE ESTIMATE BY:C Moore REVIEW BY:R Chung TOTAL UNIT TOTAL DESCRIPTION QTY UNIT COST COST Infiltration Gallery Excavation 2,535 CY $7.68 $19,475 Waste 1,455 CY $14A1 $20,966 Native Backfill 1,080 CY $9.37 $10,125 Bioretention Soil 285 CY $41.41 $11,802 Drain Rock 1,170 CY $39.32 $46,001 Geotextile 2,500 SY $3.00 $7,500 Seeding 1,140 SY $3.76 $4,282 Landscaping 570 SY $25.00 $14,250 8"Perforated Pipe 900 LF $17.83 $16,045 Cleanout 3 EA $350.00 $1,050 CB Type 2,48"dia 2 EA $2,221.59 $4,443 Birdcage Overflow Structure(CB Type 2,48"dia) 1 EA $3,221.72 $3,222 Misc.Detaii Allowance 1 LS $15,916.02 515.916 Infiltration Gallery Subtotal $175,076 Coveyance Line Excavation 924 CY $7 68 $7,095 Waste 924 CY $14.41 $13,308 Pipe Bed and Zone 461 CY $40.98 $18,902 Imported Backfill above Bed and Zone 394 CY $36.66 $14,434 12"RCP Storm Drain 40 LF $43.02 $1,721 18"RCP Storm Drain 1.030 LF $57.29 $59,010 CSBC(6"layer) 99 CY $37.97 $3,766 Sawcutting 1.260 LF $3.50 $4,410 Asphalt Demo over pipe trench 595 SY $9.15 $5,442 Asphalt Patching over pipe,6"depth 203 TON $120,00 $24,419 CB Type 2.48"dia 7 EA $2,221.59 $15,551 Flow Control Structure,72"CB Type 2 1 EA $7.812.55 $7,813 CB Type 1 3 EA $763.87 $2,292 Tie into existing line 3 EA $1,253.39 $3,760 Traffic Control for Pipe in Roadway 10 DAY $620.34 $6,203 Misc.Detail Allowance 1 LS $18,192.01 $18,192 Conveyance Line Subtotal $206,315 SUBTOTAL $381,392 MOB,BONDS,INSUR,TEMP.FACIL,DEMOB,ETC 10.0% $38,139 SUBTOTAL $419,531 CONTINGENCY 30.0% $125,859 CONSTRUCTION TOTAL(ROUNDED) $545,000 SALES TAX 9.5% $51,775 CONSTRUCTION TOTAL(ROUNDED) $597,000 Low range -30.0% $420,000 High Range 50.0% $900,000 NOTE: The above cost opinion is in October 2012 dollars and does not include future escalation, financial or O&M costs. The cost opinion shown has been prepared for guidance in project evaluation from the information available at the time of preparation. The final costs of the project will depend on actual labor and material costs,actual site conditions,productivity,competitive market conditions,final project scope,final schedule and other variable factors. As a result,the final project costs will vary from those presented above. Because of these factors,funding needs must be carefully reviewed prior to making specific financial decisions or establishing final budgets. project scope,final schedule and other variable factors. As a result,the final project costs will vary from those presented above. Because of these factors,funding needs must be carefully reviewed prior to making specific financial decisions or establishing final budgets. • RENTON SUNSET PLAN ACTION EIS PROJECT DATE: 10/30/2012 HARRINGTON AVE PROJECT NO.: 437060 NE 16th TO NE 12th ST ESTIMATE BY: C Moore ORDER OF MAGNITUDE ESTIMATE REVIEW BY: R Chung TOTAL UNIT TOTAL DESCRIPTION CITY UNIT COST COST HARRINGTON SEG 1 From NE 16th Street to NE 12th Street East Side Asphalt Demo 3,800 SY $9.15 $34,753 Sawcutting 1,368 LF $3.50 $4,788 Asphalt Patching for Pipes,6"depth 122 TON $120.00 $14,610 Asphalt Patching Restoration,6"depth 128 TON $120.00 $15,308 Pipe Removal 12" 0 LF $21.95 $0 CB Type 1 Removal 0 EA $192.06 $0 Pipe Abandonment, 12" 0 LF $10.00 $0 Excavation 1,159 CY $7.68 $8,901 Waste 1,159 CY $14.41 $16,696 Pipe Bed and Zone 580 CY $40.98 $23,765 Imported Backfill above Bed and Zone 500 CY $36.66 $18,323 12" RCP Storm Drain 375 LF $43.02 $16,131 18" RCP Storm Drain 1,040 LF $57.29 $59,582 CB Type 1 12 EA $763.87 $9,166 CB Type 2,48"dia 8 EA $2,221.59 $17,773 Pervious Conc Sidewalk(asm 4"thick w/4"CSBC) 6,498 SF $8.22 $53,446 Curb&Gutter 1,300 LF $10.75 $13,977 Driveway(asm 6"thick w/8"CSBC, 12'wide,6'long) 936 SF $7.59 $7,104 Bioretention Swale Excavation 781 CY $7.68 $6,002 Waste 781 CY $14.41 $11,258 Bioretention Soil, 18"depth 313 CY $41.41 $12,941 Drain Rock, 15"depth 97 CY $39.32 $3,822 Geotextile 625 SY $3.00 $1,875 Seeding 625 SY $3.76 $2,347 8"Perforated Pipe 450 LF $17.83 $8,023 Planter Area 233 SY $18.86 $4,394 Trees 17 EA $350.00 $5,950 Traffic Control 33 DAY $570.34 $18,821 Misc. Detail Allowance 1 LS $37,093.64 $37,094 West Side Asphalt Demo 2,000 SY $9.15 $18,291 Sawcutting 336 LF $3.50 $1,176 Asphalt Patching for Pipes,6"depth 3 TON $120.00 $369 Asphalt Patching Restoration,6"depth 14 TON $120.00 $1,724 Pipe Removal 12" 237 LF $21.95 $5,202 CB Type 1 Removal 3 EA $192.06 $576 Pipe Abandonment, 12" 765 LF $10.00 $7,650 Excavation 51 CY $7.68 $389 Waste 51 CY $14.41 $730 RENTON SUNSET PLAN ACTION EIS PROJECT DATE: 10/30/2012 HARRINGTON AVE PROJECT NO.: 437060 NE 16th TO NE 12th ST ESTIMATE BY: C Moore ORDER OF MAGNITUDE ESTIMATE REVIEW BY: R Chung TOTAL UNIT TOTAL DESCRIPTION OTY UNIT COST COST Pipe Bed and Zone 26 CY $40.98 $1,049 Imported Backfill above Bed and Zone 23 CY $36.66 $840 12"RCP Storm Drain 75 LF $43.02 $3,226 18"RCP Storm Drain 0 LF $57.29 $0 CB Type 1 3 EA $763.87 $2,292 CB Type 2,48"dia 0 EA $2,221.59 $0 Sidewalk(asm 4"thick w/4"CSBC) 2,241 SF $5.30 $11,887 Curb&Gutter 280 LF $10.75 $3,010 Driveway(asm 6"thick w/8"CSBC, 12'wide,6'long) 0 SF $7.59 $0 Bioretention Swale Excavation 281 CY $7.68 $2,161 Waste 281 CY $14.41 $4,053 Eioretention Soil, 18"depth 113 CY $41.41 $4,659 Drain Rock, 15"depth 42 CY $39.32 $1,638 Geotextile 225 SY $3.00 $675 Seeding 225 SY $3.76 $845 8"Perforated Pipe 150 LF $17.83 $2,674 • Planter Area 22 SY $18.86 $415 Trees 5 EA $350.00 $1,750 Traffic Control 9 DAY $570.34 $5,133 Misc. Detail Allowance 1 LS $7,728.33 $7,728 SUBTOTAL $516,996 MOBILIZATION,BONDS,INSURANCE,TEMP.FACILITIES, DEM 10.0% $51,700 SUBTOTAL $568,695 CONTINGENCY 30.0% $170,609 CONSTRUCTION TOTAL(ROUNDED) $740,000 SALES TAX 9.5% $70,300 CONSTRUCTION TOTAL(ROUNDED) $810,300 Low range -30.0% $570,000 High Range 50.0% $1,220,000 NOTE: The above cost opinion is in March 2011 dollars and does not include future escalation, financial or O&M costs. The cost opinion shown has been prepared for guidance in project evaluation from the information available at the time of preparation. The final costs of the project will depend on actual labor and material costs,actual site conditions,productivity,competitive market conditions,final project scope,final schedule and other variable factors. As a result,the final project costs will vary from those presented above. Because of these factors,funding needs must be carefully reviewed prior to making specific financial decisions or establishing final budgets. . RENTON SUNSET PLAN ACTION EIS PROJECT DATE: 10/30/2012 HARRINGTON AVE PROJECT NO.: 437060 NE 12th TO NE 10th ESTIMATE BY: C Moore ORDER OF MAGNITUDE ESTIMATE REVIEW BY: R Chung TOTAL UNIT TOTAL DESCRIPTION CITY UNIT COST COST HARRINGTON SEG 2 From NE 12th to NE 10th East Side Asphalt Demo 1,918 SY $9.15 $17,541 Sawcutting 742 LF $3.50 $2,597 Asphalt Patching for Pipes,6"depth 86 TON $120.00 $10,342 Asphalt Patching Restoration,6"depth 22 TON $120.00 $2,586 Pipe Removal 12" 219 LF $21.95 $4,807 CB Type 1 Removal 1 EA $192.06 $192 Pipe Abandonment, 12" 334 LF $10.00 $3,340 Excavation 562 CY $7.68 $4,316 Waste 562 CY $14.41 $8,096 Pipe Bed and Zone 282 CY $40.98 $11,558 Imported Backfill above Bed and Zone 246 CY $36.66 $9,026 12" RCP Storm Drain 396 LF $43.02 $17,035 18" RCP Storm Drain 338 LF $57.29 $19,364 CB Type 1 5 EA $763.87 $3,819 CB Type 2,48"dia 4 EA $2,221.59 $8,886 Pervious Conc Sidewalk(asm 4"thick w/4"CSBC) 2,484 SF $8.22 $20,431 Curb&Gutter 497 LF $10.75 $5,343 Driveway(asm 6"thick w/8"CSBC, 12'wide,6'long) 288 SF $7.59 $2,186 Bioretention Swale Excavation 331 CY $7.68 $2,539 Waste 331 CY $14.41 $4,763 Bioretention Soil, 18"depth 132 CY $41.41 $5,475 Drain Rock, 15"depth 52 CY $39.32 $2,063 Geotextile 264 SY $3.00 $793 Seeding 264 SY $3.76 $993 8"Perforated Pipe 170 LF $17.83 $3,031 Planter Area 222 SY $18.86 $4,187 Trees 12 EA $350.00 $4,200 Traffic Control 17 DAY $570.34 $9,696 Misc. Detail Allowance 1 LS $17,951.09 $17,951 West Side Asphalt Demo 2,392 SY $9.15 $21,876 Sawcutting 310 LF $3.50 $1,085 Asphalt Patching for Pipes,6"depth 13 TON $120.00 $1,518 Asphalt Patching Restoration,6"depth 7 TON $120.00 $821 Pipe Removal 12" 0 LF $21.95 $0 CB Type 1 Removal 0 EA $192.06 $0 Pipe Abandonment, 12" 0 LF $10.00 $0 Excavation 45 CY $7.68 $343 Waste 45 CY $14.41 $643 RENTON SUNSET PLAN ACTION EIS PROJECT DATE: 10/30/2012 HARRINGTON AVE PROJECT NO.: 437060 NE 12th TO NE 10th ESTIMATE BY: C Moore ORDER OF MAGNITUDE ESTIMATE REVIEW BY: R Chung TOTAL UNIT TOTAL DESCRIPTION OTY UNIT COST COST Pipe Bed and Zone 23 CY $40.98 $923 Imported Backfill above Bed and Zone 20 CY $36.66 $739 12" RCP Storm Drain 66 LF $43.02 $2,839 18" RCP Storm Drain 0 LF $57.29 $0 CB Type 1 2 EA $763.87 $1,528 CB Type 2,48"dia 0 EA $2,221.59 $0 Sidewalk(asm 4"thick w/4"CSBC) 1,368 SF $5.30 $7,256 Curb&Gutter 228 LF $10.75 $2,451 Driveway(asm 6"thick w/8"CSBC, 12'wide,6'long) 0 SF $7.59 $0 Bioretention Swale Excavation 199 CY $7.68 $1,526 Waste 199 CY $14.41 $2,862 Bioretention Soil, 18"depth 79 CY $41.41 $3,290 Drain Rock, 15"depth 27 CY $39.32 $1,067 Geotextile 159 SY $3.00 $477 Seeding 159 SY $3.76 $597 8"Perforated Pipe 110 LF $17.83 $1,961 • Planter Area 50 SY $18.86 $943 Trees 4 EA $350.00 $1,400 Traffic Control 7 DAY $570.34 $3,992 Misc. Detail Allowance 1 LS $5,614.56 $5,615 SUBTOTAL $272,910 MOBILIZATION, BONDS,INSURANCE,TEMP.FACILITIES, DEM 10.0% $27,291 SUBTOTAL $300,201 CONTINGENCY 30.0% $90,060 CONSTRUCTION TOTAL(ROUNDED) $390,000 SALES TAX 9.5% $37,050 CONSTRUCTION TOTAL(ROUNDED) $427,050 Low range -30.0% $300,000 High Range 50.0% $640,000 NOTE: The above cost opinion is in March 2011 dollars and does not include future escalation, financial or O&M costs. The cost opinion shown has been prepared for guidance in project evaluation from the information available at the time of preparation. The final costs of the project will depend on actual labor and material costs,actual site conditions,productivity,competitive market conditions,final project scope,final schedule and other variable factors. As a result,the final project costs will vary from those presented above. Because of these factors,funding needs must be carefully reviewed prior to making specific financial decisions or establishing final budgets. RENTON SUNSET PLAN ACTION EIS PROJECT DATE: 10/30/2012 HARRINGTON AVE PROJECT NO.: 437060 SR900 TO NE 10th ST ESTIMATE BY: C Moore ORDER OF MAGNITUDE ESTIMATE REVIEW BY: R Chung TOTAL UNIT TOTAL DESCRIPTION CITY UNIT COST COST HARRINGTON SEG 3 From SR900 Street to NE 9th Street East Side Asphalt Demo 2,523 SY $9.15 $23,074 Sawcutting 788 LF $3.50 $2,758 Asphalt Patching for Pipes,6"depth 5 TON $120.00 $657 Asphalt Patching Restoration,6"depth 33 TON $120.00 $3,981 Pipe Removal 12" 0 LF $21.95 $0 CB Type 1 Removal 0 EA $192.06 $0 Pipe Abandonment, 12" 0 LF $10.00 $0 Excavation 24 CY $7.68 $187 Waste 24 CY $14.41 $351 Pipe Bed and Zone 12 CY $40.98 $503 Imported Backfill above Bed and Zone 11 CY $36.66 $403 12" RCP Storm Drain 36 LF $43.02 $1,549 18" RCP Storm Drain 0 LF $57.29 $0 CB Type 1 2 EA $763.87 $1,528 CB Type 2,48"dia 0 EA $2,221.59 $0 Pervious Conc Sidewalk(asm 4"thick w/4"CSBC) 0 SF $8.22 $0 Curb&Gutter 0 LF $10.75 $0 Driveway(asm 6"thick w/8"CSBC, 12'wide,6'long) 288 SF $7.59 $2,186 Bioretention Swale Excavation 161 CY $7.68 $1,238 Waste 161 CY $14.41 $2,322 Bioretention Soil, 18"depth 64 CY $41.41 $2,669 Drain Rock, 15"depth 27 CY $39.32 $1,067 Geotextile 129 SY $3.00 $387 Seeding 129 SY $3.76 $484 8"Perforated Pipe 80 LF $17.83 $1,426 Planter Area 363 SY $18.86 $6,846 Trees 18 EA $350.00 $6,300 Traffic Control 6 DAY $570.34 $3,422 Misc. Detail Allowance 1 LS $5,991.46 $5,991 West Side Asphalt Demo 2,619 SY $9.15 $23,952 Sawcutting 260 LF $3.50 $910 Asphalt Patching for Pipes,6"depth 19 TON $120.00 $2,339 Asphalt Patching Restoration,6"depth 3 TON $120.00 $369 Pipe Removal 12" 0 LF $21.95 $0 CB Type 1 Removal 0 EA $192.06 $0 Pipe Abandonment, 12" 0 LF $10.00 $0 Excavation 70 CY $7.68 $535 Waste 70 CY $14.41 $1,003 RENTON SUNSET PLAN ACTION EIS PROJECT DATE: 10/30/2012 HARRINGTON AVE PROJECT NO.: 437060 SR900 TO NE 10th ST ESTIMATE BY: C Moore ORDER OF MAGNITUDE ESTIMATE REVIEW BY: R Chung TOTAL UNIT TOTAL DESCRIPTION CITY UNIT COST COST Pipe Bed and Zone 35 CY $40.98 $1,441 Imported Backfill above Bed and Zone 31 CY $36.66 $1,154 12" RCP Storm Drain 103 LF $43.02 $4,431 18" RCP Storm Drain 0 LF $57.29 $0 CB Type 1 2 EA $763.87 $1,528 CB Type 2,48"dia 0 EA $2,221.59 $0 Sidewalk(asm 4"thick w/4"CSBC) 873 SF $5.30 $4,631 Curb&Gutter 120 LF $10.75 $1,290 Driveway(asm 6"thick w/8"CSBC, 12'wide,6'long) 0 SF $7.59 $0 Bioretention Swale Excavation 225 CY $7.68 $1,729 Waste 225 CY $14.41 $3,242 Bioretention Soil, 18"depth 90 CY $41.41 $3,727 Drain Rock, 15"depth 33 CY $39.32 $1,311 Geotextile 180 SY $3.00 $540 Seeding 180 SY $3.76 $676 8"Perforated Pipe 120 LF $17.83 $2,139 Planter Area 27 SY $18.86 $509 Trees 5 EA $350.00 $1,750 Traffic Control 7 DAY $570.34 $3,992 Misc. Detail Allowance 1 LS $5,920.58 $5,921 SUBTOTAL $138,447 MOBILIZATION, BONDS,INSURANCE,TEMP.FACILITIES, DEM 10.0% $13,845 SUBTOTAL $152,291 CONTINGENCY 30.0% $45,687 CONSTRUCTION TOTAL(ROUNDED) $200,000 SALES TAX 9.5% $19,000 CONSTRUCTION TOTAL(ROUNDED) $219,000 Low range -30.0% $150,000 High Range 50.0% $330,000 NOTE: The above cost opinion is in March 2011 dollars and does not include future escalation, financial or O&M costs. The cost opinion shown has been prepared for guidance in project evaluation from the information available at the time of preparation. The final costs of the project will depend on actual labor and material costs,actual site conditions,productivity,competitive market conditions,final project scope,final schedule and other variable factors. As a result,the final project costs will vary from those presented above. Because of these factors,funding needs must be carefully reviewed prior to making specific financial decisions or establishing final budgets. • RENTON SUNSET PLAN ACTION EIS PROJECT DATE: 10/30/2012 HARRINGTON AVE PROJECT NO.: 437060 NE 9th TO NE 7th ST ESTIMATE BY: C Moore ORDER OF MAGNITUDE ESTIMATE REVIEW BY: R Chung TOTAL UNIT TOTAL DESCRIPTION CITY UNIT COST COST HARRINGTON SEG 4 From NE 9th Street to 7th Street East Side Asphalt Demo 6,060 SY $9.15 $55,423 Sawcutting 1,058 LF $3.50 $3,703 Asphalt Patching for Pipes,6"depth 51 TON $120.00 $6,074 Asphalt Patching Restoration,6"depth 29 TON $120.00 $3,447 Pipe Removal 12" 20 LF $21.95 $439 Pipe Removal 18" 272 LF $25.61 $6,965 CB Type 1 Removal 2 EA $192.06 $384 Pipe Abandonment, 12" 44 LF $10.00 $440 Excavation 663 CY $7.68 $5,096 Waste 663 CY $14.41 $9,558 Pipe Bed and Zone 334 CY $40.98 $13,673 Imported Backfill above Bed and Zone 294 CY $36.66 $10,772 12"RCP Storm Drain 644 LF $43.02 $27,703 18"RCP Storm Drain 262 LF $57.29 $15,010 CB Type 1 5 EA $763.87 $3,819 CB Type 2,48"dia 6 EA $2,221.59 $13,330 Pervious Conc Sidewalk(asm 4"thick w/4"CSBC) 5,841 SF $8.22 $48,042 Curb&Gutter 1,168 LF $10.75 $12,558 Driveway(asm 6"thick w/8"CSBC, 12'wide,6'long) 288 SF $7.59 $2,186 Bioretention Swale Excavation 583 CY $7.68 $4,481 Waste 583 CY $14.41 $8,406 Bioretention Soil, 18"depth 233 CY $41.41 $9,662 Drain Rock, 15"depth 104 CY $39.32 $4,077 Geotextile 467 SY $3.00 $1,400 Seeding 467 SY $3.76 $1,753 8"Perforated Pipe 280 LF $17.83 $4,992 Planter Area 338 SY $18.86 $6,374 Trees 16 EA $350.00 $5,600 Traffic Control 29 DAY $570.34 $16,540 Misc. Detail Allowance 1 LS $28,536.73 $28,537 SUBTOTAL $330,444 MOBILIZATION,BONDS,INSURANCE,TEMP.FACILITIES,DEM 10.0% $33,044 SUBTOTAL $363,488 CONTINGENCY 30.0% $109,046 CONSTRUCTION TOTAL(ROUNDED) $470,000 • SALES TAX 9.5% $44,650 CONSTRUCTION TOTAL(ROUNDED) $514,650 RENTON SUNSET PLAN ACTION EIS PROJECT DATE: 10/30/2012 HARRINGTON AVE PROJECT NO.: 437060 NE 9th TO NE 7th ST ESTIMATE BY: C Moore ORDER OF MAGNITUDE ESTIMATE REVIEW BY: R Chung TOTAL UNIT TOTAL DESCRIPTION QTY UNIT COST COST Low range -30.0% $360,000 High Range 50.0% $770,000 NOTE: The above cost opinion is in March 2011 dollars and does not include future escalation, financial or O&M costs. The cost opinion shown has been prepared for guidance in project evaluation from the information available at the time of preparation. The final costs of the project will depend on actual labor and material costs,actual site conditions,productivity,competitive market conditions,final project scope,final schedule and other variable factors. As a result,the final project costs will vary from those presented above. Because of these factors,funding needs must be carefully reviewed prior to making specific financial decisions or establishing final budgets. i Appendix F Comment Resolution Form Quality Review Form (Q R F) Re,1,12-11-2012 Category 1:Comment intended to identAy srgnficant system daficiencies for phase of review or major design flaws. Reviewers ehan only use this category to include comments Mat truly are considered serous flaws or Ile safety,issues lf continuous CC review is performed correctly Mere should be Mlle or no need for this category. Client/Project:City of Renton Category 3:Comment to identify incorrect information found in the review.Comment may also be focused an lowering risk,or improving the quality of the work producl andla the ultimate applicaborr of the work product consistent with the contracted scope and quality management Phase:Sunset Regional Facility and Harrington Green Connections- plan. Pre-design report Work Product: Pre-Design Report D ate: 12/10/12 Category 3:r onment s ediforial a othe Wee mina in nature with little effort tc tmotement.Intent of this category lo rot to spend lim dis ril;these comments during final review discussions.Comnont is mrt—imersial in nature and easily incorporated a may be discretionary with the TASK Load ante PM.. Return to: File Name: Final Adjudication Due Date:December Review Comment Due Date:July 9 Response Due Date:December 2012 2012 Final Adjudication: "Done"if resolved, "ITF"if passed to Issue Tracking Form, Comment Reference Page or Reviewer CAT Responsible "NA"if no action is Number Sheet No. (QR) Review Comment NO. Responder Response required Existing trees have been inspected by an Arborist. To the extent possible,significant trees Several existing trees are proposed be removed are being preserved. Trees designated to be for the Harrington project which does seem a little removed are only those absolutely necessary or counter-productive to installing rain gardens. Trees 1 All Leslie B. 2"and diameter or less should be replanted in the 3 Dustin A. in poor health.Some of the existing trees may [TF bio-filtration swales and/or at other suitable not be tolerant to water or occasional standing water.More analysis will be done in the next locations. phase of design. The Regional storm water facility in the Predesign Agreed. Surface facility shape will be Report uses the standard rectangular layout with the traditional side slopes. Please note in the coordinated with selected Landscape Architect. \II Leslie B. written text and on the drawings that the final 3 Dustin A. Subsurface infiltration gallery may be ITF design will have a more organic layout enhancing rectangular as it has no surface expression and is easier to build and maintain. the ark features. "Community Services"should replace"Parks 3 All Leslie B. Department/Parks and Recreation Department"in 2 Dustin A. OK.Report will be updated Done all documents Correct. Report should have a summary of PGIS-page 3 of the Design Report-please identify abbreviations.The report currently includes a 4 I'.3 Leslie B. (I believe this is Pollution Generating Impervious 3 Dustin A. section of abbreviations.PGiS is included in that NA Surface?) section.Future technical information reports will also include a section of abbreviations. City reviewed_QRF_Pre-Design_accepted.xlsx Copyright 2007 CH2M HILL,Inc.-Company Confidential 1 of 9 At some point as we move through this process we will need to discuss the on-going maintenance and operations. As Communih Services maintains many ROW areas with Contract Landscape Maintenance this approach could be applied to the plant maintenance in the swales along Harrington. Public Works would need to maintain the drainage Noted.Coordination to be conducted in design 5 All Leslie B. improvements of these facilities(swales and piping) 3 Dustin A. phase and among City departments.This item ITF if they are under performing. If plant materials will be addressed in the future stage of design need to be removed for PW to maintain the swales/piping we should have a plan in place for material procurement and replacement costs. Also to be discussed-budgeting for the on-going landscape improvements utilizing contract maintenance. Code for this area is to match existing Page 20 of the Pre-design report,Section 5.1 "The conditions.Therefore to"mitigate"for new target peak flow rate for design of the sub-regional impervious,the target condition is what the facility is to match the peak stormwater runoff from existing condition is where the new impervious 6 p.20 Leslie B. the as existing non-impervious condition". 3 Dustin A. will be added. In this condition it is assumed Done Both Ron and I tried to understand this sentence but that those surfaces are grass(either Till or could not. Clarification is needed. Outwash).The report will be revised for carification Depending on the document the"Sunset Regional Will correct.Report will be updated for 7 All Leslie B. Facility"is also referred to the"Sunset Regional 3 Dustin A. clarification.From now on we will refer to the Done Stormwater Infiltration Facility facility as the Sunset Terrace Regional Stormwater Facility It is a fall back option and not the primary 8 All Leslie B. The Filterra system is mentioned one time in the pre 2 Dustin A. approach so only included where appropriate. ITF design report-should this be included elsewhere? Further discussion will be included in the next phase of design and drainage report. 9 Figures Leslie B. All Figures-Please label the Segment location 2 Dustin A. OK.Report will be updated Done Agree.This will need to be coordinated, The loss of on-street parking along a majority of the communicated and approved as design east side of Harrington Ave NE resulting from the progresses.The proposed improvements to proposed LID improvements is an issue that should Harrington are consistent with the adopted 10 All Bob M. be discussed with Sunset community and abutting 2 Dustin A. Surface Water Master Plan and EIS for Sunset. ITT residents in particular.Other than this concern,this FutherLID project would improve the overall aesthetics of consideration analysis will a done alitakgnments ghunder Harrington: consideration possile alignments that will minimize parkign impacts.This comment will The addressed in the next phase of design City reviewed_QRF_Pre-Design_accepted.xlsx Copyright 2007 CH2M HILL,Inc.-Company Confidential 2 of 9 • On page 3,3.Design Criteria,: last bullet at bottom 11 P.3 Bob M. of page-word(s)missing that would add clarity to 3 Dustin A. Will correct.Report will be updated Done sentence after"Harrington Avenue Green Connections". On page 4,4.1.1 Bioretention Swale,first paragraph:suggest adding"becomes"between "structure"and"ciogged"for clarity.In section 12 p.4 Bob M. 3 Dustin A. Will correct.Report will be updated Done 4.1.2,suggest revising"porous"to"pervious"to be consistent with Section 1,Project Description on page 1. i, P.21 Bob M. 3 Dustin A.bottom On page 21,paragraph at of page:suggest OK.Report will be updated.Pervious is the Done "porous"be revised to"pervious". correct accepted terminology for concrete. On page 22,Section b cost Opinion-suggest "porous"be revised to"pervious"in first 14 P.22 Bob Nt. paragraph below Table 5.Also,suggest revising the 3 Dustin A. OK.Report will be updated Done beginning of the first sentence in the last paragraph to"in the next phase of design..........". Appendix E,Opinion of Cost:the unit cost for excavation seems tow(suggest$15/CY),the unit cost for Waste seems low(suggest$25/CY),and the unit cost for curb and gutter seems low(suggest $20/LF).The estimates do not include a cost for Erosion Control,Pavement Markings,and Signing. 15 Appendix E Bob M. Roadwav centerline marking(raised pavement 3 Dustin A. Will review and address in the next phase of ITT markings)will be needed where the existing design centerline marking cannot be maintained and additional centerline marking is needed where none exists,due to the adjustment in roadway width resulting from installation of the raingardens.No Parking signage will be needed at each of the raingardens. Revise report title and report to include the names 16 All Ron S.(SW and to be consistent with the two grant 3 Dustin A. OK.Report will be updated OK agreements that we have for these projects from Ecology City reviewed_QRF_Pre-Design_accepted.xisx Copyright 2007 CH2M HILL,Inc.-Company Confidential 3 of 9 Removal of fecal coliform was included by the City&CH2MHILL in the grant application to Section 1.0-Is the project only improving TSS and address the key water quality issue in Johns Fecal Coliform,won't these facilities remove other 3 Dustin A. Creek.Bioretention removes fecal coliform 17 P.1 Ron S.(SW (typically due to et waste and birds as sources) Done pollutants. How is the project reducing Fecal (typ� y p Coliform? through filtration and biological breakdown. Report will be revised to briefly summarize treatment provided by the rain gardens. Section 2—Does bioretention facility=rain Yes. Bioretention facility is a more general term 1S P.2 Ron S.(SW garden? Is there a reason why we are using 3 Dustin A. typically used regardless of shape.We will Done bioretention facility instead of rain garden? update the report Section 4.2—A minimum 8-inch perforated pipe 19 P.5 Ron S.(SW will be needed not 6-inch. We may want to look at 3 Dustin A. Agree. Will address in design ITF as part of design using 12-inch perforated pipe, especially for the infiltration facility. Is the storm drain line shown in the figure connecting to Sunset Ave a new storm line or is the Existing storm drains are typically shallow and 11 Fig.1 Ron S.(SW existing storm line going to be used?As part of the 2 Dustin A. Will be addressed may not drain the in greater n greate ins where necessary. ITF r detail in Design design we may want to evaluate using the existing Phase.Will address in design stormline or installing a new one. Why are we planning to abandon the existing storm line on the west side of Harrington adjacent to the Existing storm drains are typcially shallow and School.This line is relatively new. Why couldn't it may not drain the underdrains where necessary. 21 Fig 2-A Ron S.(SW 2 Dustin A. ITF be used as the conveyance system and eliminate Will be addressed in greater detail in Design installing some of the new storm system as shown Phase.Will address in design Ion the figure? Planting areas are designated to differentiate between effective rain garden area vs.non- effective(e.g.non ponding/infiltrating).They Same as comment on Figure 2-A and Why are we are necessary to grade in order to create a 22 designing the locations of the planting areas?We consistent curbline and space for rain gardens. Fig 2-B Ron S.(SW 2 Dustin A. ITF will not be making the planting area improvements Project will take this into consideration and only as part of this project. include landscaping necessary for construction of the water quality retrofit in the designation of eligibility for Ecology's reimbursement.Will address in the next phase of design. City reviewed_QRF_Pre-Design accepted.xlsx Copyright 2007 CH2M HILL,Inc.-Company Confidential 4 of 9 • Why is the proposed new stormline adjacent to the sidewalk? Where is the curb for the street going to be located? We will need to evaluate conflicts with Fig 3 Ron S.(SW other City and franchise Utilities as part of design 3 Dustin A. Figure is schematic,final alignment will be NA to determine relocation requirements. Why can't determined in Design phase. the existing storm system be used instead of abandoning it and constructing a new storm System? Existing storm conveyance system being abandoned. Can it be used to avoid having to install a new storm system. Location of new storm system is adjacent to the sidewalk. Why is it not Existing storm drains are typcially shallow and 24 Fig 5-B Ron S.(SW located adjacent the curb. We need to look at 3 Dustin A. may not drain the underdrains where necessary. ITF m Will be addressed in greater detail in Design where the new storm system connect to at NE 7 Phase.Will address in design Street. The current connection is to the older system the storm system on the south side of the street is a newer storm system. Code for this area is to match existing conditions.Therefore to"mitigate'for new Section 5.1—The explanation of the Target design impervious,the target condition is what the p.20 Ron S.(SW flow rate is unclear to me. I don't understand what 3 Dustin A. existing condition is where the new impervious Done we are basing the facilities target flow rate on. will be added. In this condition it is assumed that those surfaces are grass(either Till or Outwash).Report will be updated to clarify Does the sizing for the rain gardens and infiltration The infiltration facility is being designed facility assume 100%of the basin tributary area preliminarily with a flow splitter on a portion of 26 Fig A-1 to A-5 Ron S.(SW 3 Dustin A. the inflow,this will allow some flexibility in the ITT drains to the facility?Will this be true under future amount of runoff in the future.Furhter analysis conditions when the sites are redeveloped? will be done in the next phase of design Sub-regional Facility cross-section and Plan drawings—Can 12-inch perforated pipe be used instead of 8-inch? The plan will need to be revised.We will not want bends as shown in the Agree.Will address in the next phase of design 2 Al] Ron S.(SW infiltration galley pipes. We will want to have 3 Dustin A. phase ITF connections of all pipe runs or some type of a header system with cleanouts. Does the design as shown meet the pre-treatment requirements for an infiltration facility? City reviewed_QRF—Pre-Design_accepted.xlsx Copyright 2007 CH2M HILL,Inc.-Company Confidential 5 of 9 Street cross-sections—Verify that these sections match those in the Planned Action EIS. I am Yes.These are based on the complete streets 28 All Ron S.(SW concerned with only 10-ft lanes and 6-ft parking 3 Dustin A. requirements for an access street which require 2 ITF strip.The parking strip doesn't seem wide enough. 10-foot lanes and a 6-foot parking lane on one What is the standard design requirements for side.Will address in the next phase of design street parallel parking strip? There is an existing 8-inch City cast-iron water line located in front of the face of the existing east curb line(see water project civil plans W-1878). The designer needs to verify that the proposed bio- Thank you,this will be a significant conflict that Harrington 12th Abdoul G. retention swales and proposed drainage pipes we will need to resolve in the design phase. 29 to 1 o 3 Dustin A. Please provide the appropriate clearances for ITT (WU) along the east side of the street are not in conflict final design to avoid these facilities.Will with the existing water line and that adequate address in the next phase of design minimum horizontal separation must be provided between the existing water line and the proposed storm line and related facilities. There are existing water service lines and water meters serving the existing residences along both side of the street. The service lines will have to be replaced as part of the project and sleeves must be 30 Harrington 12th Abdoul G. provided to protect the service lines crossing under 2 Dustin A. Agree,details will be added in the Design phase.ITT to 16th (WU) the proposed bio-retention swales. Existing water meters will have to be relocated and provisions must be made to provide adequate right-of-way or easement for the water meters,since they cannot be located within the bioswales. There is an existing 8-inch City cast-iron water line located in front of the face of the existing east curb line(see water project civil plans W-1878).There is also a new 12-inch water line in Harrington Ave NE Noted.Utility locates and potholing are 31 Harrington 10th Abdoul G. from NE 12`hSt to Glenwood Ave NE(see water 3 Dustin A. included in Design Phase Scope.Will address in ITF to 12th (WU) project civil plans W-3606). There is an existing 12- the next phase of design inch asbestos-cement water line along the east side of the road from NE 121h St to Glenwood Ave(see water project W-1134). City reviewed_QRF_Pre-Design_accepted.xlsx Copyright 2007 CH2M HILL,Inc.-Company Confidential 6 of 9 The Water Utility would like to include the design and construction of a new 12-inch water line connecting to the above existing 12-inch line at Glenwood Ave NE and extending south to NE lot' St,and also a 12-inch water line in NE loth St from Harrington Ave NE extending easterly and southeasterly and connecting to an existing 12-inch Noted. Will accommodate inclusion of Harrington lOth Abdoul G. water stub on the north side of Sunset Blvd NE(see '2 3 Dustin A. waterline plans in design documents.Will ITF to 12th aVu) water project civil plans W-3179). The Water address in the next phase of design Utility will design the water line with in-house staff and will use the base map survey provided by the consultant.The Water Utility intends to hold a latecomer agreement or a special assessment district to recoup the cost of this new water line from potential benefiting properties as such time the properties are developed and/or redeveloped. 33 All Erika . will the Harrington swales be in the existing ROW? 3 Dustin A. Yes. NA 34 All Erika C. Will they be coordinated into the Complete Streets 3 Dustin A. Yes. NA (CED) standards? This needs to be discussed. Only Harrington How will the project be implemented?Will we Green connections(from NE loth to NE 16th)is Erika C. wait for new development to include this as part of 3 Dustin A. scoped and to be constructed initially. It is ITF 35 All (CED) frontage improvements or will we install the whole presumed that remainder will occur via frontage system at once? improvements or incr,as funding is available through the City's CIP 36 All Erika C. If the City does the installation will we need to 3 Dustin A. Good discussion point. Likely it is needed. ITF (CED) icreate a Limited Improvement District? The project will infiltrate a minimum of 91%of the average annual runoff volume(through the bioretention soil and into native soils)to meet Hebe B. is it safe to say that the infiltration facility will the water quality target volume.Our 37 All 3 Dustin A. NA (SW) infiltrate 91 percent of the 100 YR? preliminary analysis shows upward of 99%of the total hydrograph infiltrated,however,the model does not report the%infiltrated of individual events such as the 100-year event. City reviewed_QRF_Pre-Design_accepted.xlsx Copyright 2007 CH2M HILL,Inc.-Company Confidential 7 of 9 Not sure why we are not using rain gardens as LIDS and instead we are replacing the facility with bioswales.While I can see why we would use the swales along Harrington(conveyance)we have to We are using rain gardens.Just using the Hebe B. keep in mind that the bioswales will not provide generic term bioretention swales which rely on '8 All (SW) enhanced basic water quality treatment.I saw in 3 Dustin A. filtration throught the bioretention soils and NA the report that we are using the same soil media meets enhanced basic water quality. for the swales sections.Minimum soil amended is 12"with 4"of compost...are we incorporating these measures in the design of the swales? Because of the runoff coming from SR-900,and even when we are not require to provide enhanced Hebe B. basic treatment in the grant agreement,we should ;9 All 3 Dustin A. See above. NA (SW) look into doing more of a rain garden there and provide enhance treatment as required in the regional stormwater facility Infiltration rate correction factors for native soil Were in the KC manual is the safety factor used are discussed in Section 5.4.1 of the KCSWDM. Hebe B. discussed?We should not be referring to the DOE The KCSWDM lacks sufficient detail on rain 00 All 3 Dustin A. gardens therefore we are using the latest NA (SW) manual but the 2009 KCSWDM as amended by the guidelines from Ecology,WSU-Puyallup and City. our experience to define the design infiltration rate for bioretention soil. Code for this area is to match existing conditions.Therefore to"mitigate"for new Hebe B. On the design of the regional facility,was the impervious,the target condition is what the 41 .A11 3 Dustin A. existing condition is where the new impervious NA (SW) predeveloped condition used100 percent grass? will be added. In this condition it is assumed that those surfaces are grass(either Till or Outwash). Rain gardens(bioretention swales)are using 6 What infiltration rate was used for the design of in/hr for the bioretention soil only.Native soils the regional facility and rain gardens?Was is 6"/hr are using 1.2 in/hr(after factors of safety are- Hebe B. for infiltration galleries and 1.2"/hr for the applied)as recommended by the geotechncial 42 All (SW) Harrington LIDS?What is it different?Wouldn't the 3 Dustin A. report where infiltration is feasible.Where NA infiltration is not feasible(due to shallow depth infiltration rate used for the rain gardens/swales on to Till b/w 10th and 12th)an infiltration rate of NE 161h be higher? 0 is assumed with underdrain orifices controlling flow through the facilities. Where are the sizes for the rain gardens on each 43 All ISM B. section of"study area"?was that included in this 3 Dustin A. The sizing factors were added to the report. NA report? City reviewed_QRF_Pre-Design_accepted.xlsx Copyright 2007 CH2M HILL,Inc.-Company Confidential 8 of 9 As the peak intensity of rainfall is generally equal to or less than the design infiltration rate for the native soils,design analysis at this preliminary stage is not necessary. Based on 44 Hebe B. Where is the discussion of the design of the porous experience a gravel storage depth of 4-6 inches (SW) concrete? 3 Dustin A. will be sufficient to infiltrate 100%of the Done rainfall.We will need to revise this report to include at least a cross section of a typical porous concrete sidewalk showing depth of gravel,subgrade,concrete,etc To be included in future design reports. Design refinements will be made to reduce new conveyance systems where needed. The Hebe B. Discussion about needed conveyance drainage master plan conducted capacity �= (S1) improvements and/or new conveyance systems 3 Dustin A. analysis of the conveyance system. Revisions ITF needed along Harrington? herein will be based primarily on physical geometry of the rain gardens and assuring proper plumbing.Will be addressed in the next base of design Utility relocations are not specifically included. fh Hebe B. Does the cost estimate includes utility relocations A generous cost contingency is provided based (SW) when needed? 3 Dustin A. on the level of detail and design progress.Will [TF be addressed in the next phase of design I'm not sure why we included the south segment 2 into this design.I tough we limited the scope of The entire Harrington corridor was evaluated in work to work until NE 9tb st.We should talk about the pre-design study to determine the }' Hebe B. the south segments and the possibility of those appropriate level of implementation given 3 Dustin A. available funds would be necessary to meet NA (SW) segments being constructed in the future.Looking targets. Due to the this analysis and the at the budget provided,we are will not be able to available budget the design will progress construct the 4 segments in the next few years focusing only on the north segment. with the budget we have included in the 6 year CIP. lx City reviewed_QRF_Pre-Design_accepted.xlsx Copyright 2007 CH2M HILL,Inc.-Company Confidential 9 of 9 Western Washington Hydrology Model PROJECT REPORT Project Name: NH-E-1011 Site Address: Renton Highlands City Renton Report Date 10/29/2012 Gage Seatac Data Start 1948/10/01 Data End 1998/09/30 Precip Scale: 1.00 WWHM3 Version: PREDEVELOPED LAND USE Name Basin 1 Bypass: No Groundwater: No Pervious Land Use Acres A B, Lawn, Mod 2.44 Impervious Land Use Acres ROADS FLAT 0.57 ROOF TOPS FLAT 0.48 • DRIVEWAYS FLAT 0.27 Element Flows To: Surface Interflow Groundwater Name Basin 1 Bypass: No GroundWater: No Pervious Land Use Acres A B, Lawn, Mod 2.44 Impervious Land Use Acres ROADS FLAT 0.57 ROOF TOPS FLAT 0.48 DRIVEWAYS FLAT 0.27 Element Flows To: Surface Interflow Groundwater Swalel, Swalel, . Name Swalel Bottom Length: 440ft. Bottom Width: 3.5ft. Depth : 1.5ft. Volume at riser head : 0.1184ft. Infiltration On Infiltration rate 1.2 Infiltration saftey factor 1 Wetted surface area On Side slope 1: 3 To 1 Side slope 2: 3 To 1 Side slope 3: 3 To 1 Side slope 4: 3 To 1 Discharge Structure Riser Height: 1.45 ft. Riser Diameter: 10000 in. Orifice 1 Diameter: 1.2 in. Elevation: 0.15 ft. Element Flows To: Outlet 1 Outlet 2 • Pond Hydraulic Table Stage(ft) Area(acr) Volume(acr-ft) Dschrg(cfs) Infilt(cfs) 0.000 0.035 0.000 0.000 0.000 0.017 0.036 0.001 0.000 0.044 0.033 0.037 0.001 0.000 0.045 0.050 0.038 0.002 0.000 0.047 0.067 0.039 0.002 0.000 0.048 0.083 0.040 0.003 0.000 0.049 0.100 0.041 0.004 0.000 0.051 0.117 0.042 0.005 0.000 0.052 0.133 0.044 0.005 0.000 0.053 0.150 0.045 0.006 0.000 0.054 0.167 0.046 0.007 0.005 0.056 0.183 0.047 0.008 0.007 0.057 0.200 0.048 0.008 0.008 0.058 0.217 0.049 0.009 0.010 0.060 0.233 0.050 0.010 0.011 0.061 0.250 0.051 0.011 0.012 0.062 0.267 0.052 0.012 0.013 0.064 0.283 0.053 0.012 0.014 0.065 0.300 0.054 0.013 0.015 0.066 0.317 0.055 0.014 0.015 0.068 0.333 0.056 0.015 0.016 0.069 0.350 0.057 0.016 0.017 0.070 0.367 0.058 0.017 0.018 0.071 0.383 0.059 0.018 0.018 0.073 0.400 0.060 0.019 0.019 0.074 0.417 0.061 0.020 0.020 0.075 0.433 0.062 0.021 0.020 0.077 0.450 0.063 0.022 0.021 0.078 • bST'0 Zb0'0 OTT'0 ZZT'0 00t,'T £ST'0 Zb0'O 80T'0 TZT'0 £8£'T TST'O ZbO'0 90T'0 OZT'0 L9£'T OST'O TT70'0 60T'0 6TT'O OS£'T 6bT'O Tb0'0 ZOT'0 8TT'0 £££'T LbT'O Tb0'0 OOT'0 LTT'0 LT£'T 96T'O Tt?0'0 860'0 9TT'0 00£'T 9�T'O 050'0 960'0 9TT'0 £8Z'T £tvT'0 0T70'0 b60'0 bTT'0 L9Z'T ZbT'O 060'0 Z60'0 £TT'O OSZ'T OD,T'O 6£0'0 T60'0 ZTT'0 ££Z'T 6£T'0 6£0'O 680'0 TTT'0 LTZ'T 8£T'O 6£0'O L80'0 OTT'0 OOZ'T 9£T'O 8£0'0 980'0 60T'0 £8T'T 9£T'0 8£0'0 £80'0 801'0 L9T'T 6£T'O 8£0'0 T80'0 LOT'0 OST'T Z£T'O 8£0'0 080'0 90T'0 ££T'T T£T'0 L£0'0 8LO'O 90T'0 LTT'T 0£T'0 L£0'O 9L0'0 bOT'0 OOT'T 8ZT'0 L£0'O bLO'O £OT'0 £80'T LZT'O 9£0'0 £LO'0 TOT'0 L90'T 9ZT'O 9£0'0 TLO'0 OOT'0 OSO'T 6ZT'0 9£0'0 690'0 660'0 ££0'T £ZT'O S£0'0 890'0 860'0 LTO'T ZZT'0 S£O'O 990'0 L60'0 000'T OZT'0 S£0'0 S90'0 960'0 £86'0 6TT'0 b£0'O £90'0 960'0 L96'0 8TT'O t£0'O T90'0 b60'0 OS6'0 9TT'O ££0'0 090'0 £60'0 ££6'0 9TT'0 ££0'0 890'0 Z60'0 LT6'0 �TT'O ££0'0 LSO'0 T60'0 006'0 ZTT'O Z£0'0 SSO'0 060'0 £88'0 TTT'0 Z£0'0 T790'0 680'0 L98'0 OTT'O Z£0'O ZSO'0 880'0 098'0 8OT'0 T£O'O T90'0 L80'0 ££8'0 LOT'0 T£O'O 6b0'0 980'0 LT8'0 90T'0 0£O'0 8t,0'0 S80'0 008'0 bOT'0 0£O'0 Lb0'0 b80'0 £8L'0 £OT'O 0£0'0 Sb0'0 £80'0 L9L'0 ZOT'0 6Z0'0 bb0'0 Z80'0 OSL'O OOT'O 6Z0'0 Ztl0'0 T80'0 ££L'0 660'0 8Z0'0 Tb0'0 080'0 LTL'0 860'0 8Z0'0 0D10'0 6L0'0 OOL'0 L60'0 8Z0'0 6£0'0 LLO'0 £89'0 960'0 LZO'0 L£0'O 9L0'0 L99'0 660'0 LZO'0 9£0'0 9LO'0 099'0 £60'0 9Z0'0 S£0'0 tL0'0 ££9'0 T60'0 9Z0'0 ££0'0 £LO'O LT9'0 060'0 SZO'0 Z£0'0 ZLO'0 009'0 680'0 SZO'0 T£0'O TLO'0 £89'0 L80'0 bZ0'0 0£0'0 OLO'0 L99'0 980'0 bZ0'0 6Z0'0 690'0 099'0 980'0 £Z0'0 8Z0'0 890'0 ££S'0 £80'0 £ZO'0 9Z0'0 L90'0 L,TS'0 Z80'0 ZZ0'0 SZO'0 990'0 009'0 T80'0 ZZ0'0 tlZO'0 990'0 £8b'0 6L0'0 TZO'0 £ZO'0 b90'0 L96'0 1.417 0.124 0.112 0.043 0.155 1.433 0.125 0.114 0.043 0.157 1.450 0.126 0.116 0.043 0.158 1.467 0.127 0.118 17.51 0.159 1.483 0.128 0.121 49.44 0.161 1.500 0.129 0.123 90.78 0.162 1.517 0.130 0.125 139.7 0.163 MITIGATED LAND USE ANALYSIS RESULTS Flow Frequency Return Periods for Predeveloped . POC #1 Return Period Flow(cfs) 2 year 0.340579 5 year 0.429867 10 year 0.491768 25 year 0.573209 50 year 0.636466 100 year 0.701891 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.035036 • 5 year 0.056828 10 year 0.075938 25 year 0.106512 50 year 0.134727 100 year 0.168317 Yearly Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1950 0.237 0.036 1951 0.535 0.038 1952 0.292 0.042 1953 0.206 0.028 1954 0.187 0.029 1955 0.227 0.029 1956 0.236 0.041 1957 0.239 0.035 1958 0.257 0.038 1959 0.234 0.034 1960 0.193 0.031 1961 0.232 0.039 1962 0.237 0.029 1963 0.202 0.026 1964 0.198 0.026 1965 0.235 0.030 1966 0.205 0.031 1967 0.203 0.029 1968 0.304 0.039 1969 0.344 0.031 • 1970 0.185 0.033 1971 0.202 0.032 1972 0.197 0.030 1973 0.371 0.043 1974 0.185 0.030 1975 0.202 0.026 1976 0.266 0.039 1977 0.183 0.030 1978 0.236 0.029 1979 0.306 0.036 1980 0.303 0.028 1981 0.249 0.036 1982 0.278 0.032 1983 0.378 0.042 1984 0.280 0.036 1985 0.212 0.029 1986 0.200 0.033 1987 0.249 0.043 1988 0.350 0.042 1989 0.169 0.028 1990 0.212 0.024 1991 0.416 0.413 1992 0.371 0.228 1993 0.209 0.032 1994 0.145 0.028 1995 0.173 0.023 1996 0.216 0.032 1997 0.323 0.159 1998 0.290 0.087 1999 0.264 0.030 Ranked Yearly Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.5353 0.4128 2 0.4162 0.2284 3 0.3782 0.1589 4 0.3711 0.0869 5 0.3706 0.0427 6 0.3501 0.0426 7 0.3439 0.0423 8 0.3225 0.0422 9 0.3063 0.0417 10 0.3039 0.0406 11 0.3026 0.0394 12 0.2922 0.0389 13 0.2903 0.0389 14 0.2803 0.0383 15 0.2776 0.0377 16 0.2656 0.0362 17 0.2639 0.0361 18 0.2571 0.0359 19 0.2491 0.0359 20 0.2487 0.0346 21 0.2388 0.0338 22 0.2368 0.0335 23 0.2365 0.0333 24 0.2362 0.0325 • 25 0.2357 0.0324 26 0.2354 0.0324 27 0.2340 0.0318 28 0.2324 0.0309 29 0.2265 0.0308 30 0.2155 0.0306 31 0.2121 0.0305 32 0.2115 0.0304 33 0.2089 0.0300 34 0.2062 0.0298 35 0.2053 0.0296 36 0.2028 0.0293 37 0.2021 0.0293 38 0.2021 0.0290 39 0.2020 0.0288 40 0.2005 0.0286 41 0.1981 0.0286 42 0.1970 0.0284 43 0.1934 0.0279 44 0.1869 0.0277 45 0.1852 0.0276 46 0.1852 0.0263 47 0.1827 0.0262 48 0.1731 0.0260 49 0.1687 0.0239 50 0.1446 0.0233 Perind and Impind Changes No changes have been made. This program and accompanying documentation is provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by the user. Clear Creek Solutions and the Washington State Department of Ecology disclaims all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions and/or the Washington State Department of Ecology be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions or the Washington State Department of Ecology has been advised of the possibility of such damages. i WN10 A in PM3 f#H Eabj' ........ .__w...+ _..._.. t -�, r ! SCENARIOS Swele I 1-Prsdevelope .-._7 OuttW T _ "In",L Outlet 3 Oownseaem Cannaawns C G b ¢, Meigrr.l ( 3 Fatiiliy Type Trooem�dN pond. �..rat V+npynVV.V [j' � Fun Scenmq x 4- Facility Bottom Ehwnbon(fQ ( � Fnciliy D stops Son OuU 1 ..._. t ���'t�^^�{ Bonarc Le.onr thr qqG a re Wdrt tf4 '� Fuser He4hl(M 11 95 ea 6atrorc f + E:le,Depth fM. 7 S 5 Fuser 1100�00''.^� (Eeh Side SlW.ULU (4tv1 j"""j Rlser T+.pe;Flel -`i Bodom S'de lope ";"—"€ Notch .' Wghtvd 5.pe Top Side lope Nl.^, Fnnby Onnensro Dngr ? --- -- Orifice Diameter Height OMax bdiWetion Number (In) (Ft) (cts) I .Measwetl Inklbneon Role tY.2 t i b 15 0.04394 Redacbon Fec�(inuMlecto.t ��-. 'Ise`-Petted Mr_p n �'E§ 3 j0 •.t G : 0 54:7 II Deaf l—o Tlm gh 3555 �'=rdva� omRise+Hoad .t`8 !! rdora le+enl- ,xal Vowrne Thmuyh ?'2.76 1-ond!nuement Ij ,I I�emem lnlimemJ y�•5 Shnw Pond Table 3Cuen TeCle 41„... _. V=.e:Ida Gste? :Nlmm"J 1 � s v� , 10/2912C 2:36 PM Renton Sunset Stormwater Retrofit/LID Project Renton Sunset City of Renton Table 2B Tributary Area Breakdown Location:Renton Highlands,Renton,WA Sub-Basin:Harrington Avenuue NE Westside;NE 12th St to NE 16th St Project Sub-Total Sub-Total Land Use site SF Ac Impervious Roadway/Parking Roadway/Parking 24829 24829 0.57 Roofs Driveways Pond Pervious Till Landsca e Outwash Landscape Saturated Landscape Green Roof Pervious Pavement Sub-total 24829 0.57 Total 24829 0.57 AreaCalc 1025.xls-NH-West 10/29/2012 Western Washington Hydrology Model PROJECT REPORT Project Name: NH-W-1011 Site Address: Renton Highlands City Renton Report Date 10/29/2012 Gage Seatac Data Start 1948/10/01 Data End 1998/09/30 Precip Scale: 1.00 WWHM3 Version: PREDEVELOPED LAND USE Name Basin 1 Bypass: No GroundWater: No Pervious Land Use Acres Impervious Land Use Acres ROADS FLAT 0.57 Element Flows To: Surface Interflow Groundwater Name Basin 1 Bypass: No GroundWater: No Pervious Land Use Acres Impervious Land Use Acres ROADS FLAT 0.57 Element Flows To: Surface Interflow Groundwater Swalel, Swalel, Name Swalel Bottom Length: 150ft. Bottom Width: 5.5ft. • Depth : 1.5ft. Volume at riser head : 0.0517ft. Infiltration On Infiltration rate 1.2 Infiltration saftey factor 1 Wetted surface area On Side slope 1: 3 To 1 Side slope 2: 3 To 1 Side slope 3: 3 To 1 Side slope 4: 3 To 1 Discharge Structure Riser Height: 1.45 ft. Riser Diameter: 10000 in. Orifice 1 Diameter: 1 in. Elevation: 0.15 ft. Element Flows To: Outlet 1 Outlet 2 Pond Hydraulic Table Stage(ft) Area(acr) Volume(acr-ft) Dschrg(cfs) Infilt(cfs) 0.000 0.019 0.000 0.000 0.000 0.017 0.019 0.000 0.000 0.023 0.033 0.020 0.001 0.000 0.024 0.050 0.020 0.001 0.000 0.024 0.017 0.020 0.001 0.000 0.025 0.083 0.021 0.002 0.000 0.025 0.100 0.021 0.002 0.000 0.026 0.117 0.021 0.002 0.000 0.026 0.133 0.022 0.003 0.000 0.027 0.150 0.022 0.003 0.000 0.027 0.167 0.023 0.003 0.003 0.027 0.183 0.023 0.004 0.005 0.028 0.200 0.023 0.004 0.006 0.028 0.217 0.024 0.005 0.007 0.029 0.233 0.024 0.005 0.008 0.029 0.250 0.024 0.005 0.008 0.030 0.267 0.025 0.'006 0.009 0.030 0.283 0.025 0.006 0.010 0.031 0.300 0.025 0.007 0.010 0.031 0.317 0.026 0.007 0.011 0.032 0.333 0.026 0.008 0.011 0.032 0.350 0.027 0.008 0.012 0.033 0.367 0.027 0.008 0.012 0.033 0.383 0.027 0.009 0.013 0.034 0.400 0.028 0.009 0.013 0.034 0.417 0.028 0.010 0.014 0.034 0.433 0.028 0.010 0.014 0.035 0.450 0.029 0.011 0.014 0.035 0.467 0.029 0.011 0.015 0.036 0.483 0.029 0.012 0.015 0.036 0.500 0.030 0.012 0.016 0.037 0.517 0.030 0.013 0.016 0.037 0.533 0.031 0.013 0.016 0.038 • 0.550 0.031 0.014 0.017 0.038 • 990'0 LL'06 £90'0 £SO'0 OOS'T 990'0 Zb'6� £90'0 £90'0 £8b'T 990'0 66'LT Z90'0 ZSO'0 L9b'T 990'0 0£0'0 TSO'O ZSO'0 OSb'T b90'0 0£0'0 090'0 TSO'O ££b'T b90'0 0£0'0 6fi0'0 TSO'O LTb'T £90'0 6Z0'0 860'0 TSO'O OOb'T £90'0 6Z0'0 Lt,0'0 OSO'0 £8£'T Z90'0 6Z0'0 Lb0'0 OSO'0 L9£'T Z90'0 6ZO'O 9b0'0 6b0'0 OS£'T T90'0 6Z0'0 Sb0'0 660'0 £££'T T90'0 8Z0'0 btl0'0 6b0'O LT£'T 090'0 8Z0'0 £b0'0 8b0'0 00£'T 090'0 8Z0'0 £b0'0 8b0'0 £8Z'T 690'0 8Z0'0 Zb0'0 Lb0'0 L9Z'T 690'0 8Z0'0 Tfi0'0 L'v0'0 OSZ'T 890'0 LZO'0 Ob0'0 Lb0'0 ££Z'T 890'0 LZO'O 6£0'O 9b0'0 LTZ'T L90'0 LZO'O 6£0'O 9t,0'0 OOZ'T LSO'0 LZO'O 8£0'0 Sb0'0 £8T'T 9S0'0 9Z0'0 L£0'0 9b0'0 L9T'T 9S0'0 9Z0'0 9£0'0 Sb0'0 OST'I SSO'0 9Z0'0 9£0'0 bb0'0 ££T'T 990'0 9Z0'0 9£0'0 bb0'0 LTT'T P90'0 9Z0'0 b£0'0 £�0'0 OOT'T b90'0 SZO'0 ££0'0 £60'0 £80'T £90'0 SZO'0 ££0'0 £b0'0 L90'T • £90'0 SZO'0 Z£0'O Z60'0 OSO'T Z90'0 SZO'0 T£0'O Zfi0'0 ££0'I ZSO'0 bZO'O T£0'0 Zb0'0 LTO'T T90'0 bZ0'0 0£0'0 Tb0'0 000'T TSO'O lvZO'0 6ZO'O Tb0'0 £86'0 090'0 bZ0'0 6ZO'O 0�0'0 L96'0 090'0 £ZO'O 8Z0'0 Ob0'0 OS6'0 6b0'0 £ZO'0 LZO'O 030'0 ££6'0 6t,0'0 £ZO'O LZO'O 6£0'0 LT6'0 8b0'0 £ZO'0 9Z0'0 6£0'0 006'0 8b0'0 ZZ0'0 9ZO'0 6£0'0 £88'0 Lb0'0 ZZ0'0 SZO'0 8£0'0 L98'0 Lb0'0 ZZO'O bZ0'0 8£0'0 098'0 9b0'0 ZZO'O £ZO'0 L£0'0 ££8'0 9b0'0 TZO'O £ZO'0 L£0'O LT8'0 Sb0'0 TZO'O ZZ0'0 L£0'O 008'0 Sb0'0 TZO'O ZZO'O 9£0'0 £8L'0 bb0'0 TZO'O TZO'O 9£0'0 L9L'0 bb0'0 OZO'0 OZ0'0 9£0'0 09L'0 tlb0'0 OZO'0 OZO'O 9£0'0 ££L'0 £b0'0 OZ0'0 6T0'0 S£0'0 LTL'O £b0'0 6T0'0 6TO'O IV£0'0 OOL'0 Zb0'0 6T0'0 8TO'O b£0'0 £89'0 Ztl0'0 6T0'0 LIO'O tl£0'0 L99'0 Tt,0'0 6T0'0 LTO'0 ££0'0 099'0 Tb0'O 8TO'O 9T0'0 ££0'0 ££9'0 0b0'0 8TO'O 9T0'0 Z£0'0 LT9'0 Ob0'0 8T0'0 STO'O Z£0'O 009'0 6£0'0 LTO'0 SIO'O Z£0'0 £89'0 6£0'O LTO'0 bTO'O I£0'0 L99'0 1.517 0.053 0.054 139.7 0.067 MITIGATED LAND USE ANALYSIS RESULTS Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.14245 5 year 0.173159 10 year 0.192962 25 year 0.217707 50 year 0.236137 100 year 0.254331 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.01941 5 year 0.037704 10 year 0.056135 25 year 0.089322 50 year 0.123329 100 year 0.167411 . Yearly Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1950 0.102 0.017 1951 0.145 0.016 1952 0.098 0.054 1953 0.089 0.013 1954 0.080 0.014 1955 0.095 0.013 1956 0.102 0.040 1957 0.098 0.017 1958 0.111 0.018 1959 0.101 0.016 1960 0.078 0.015 1961 0.096 0.047 1962 0.084 0.014 1963 0.087 0.012 1964 0.083 0.012 1965 0.098 0.014 1966 0.088 0.015 1967 0.087 0.013 1968 0.131 0.018 1969 0.148 0.014 1970 0.079 0.016 1971 0.087 0.015 1972 0.085 0.014 1973 0.121 0.034 1974 0.079 0.014 1975 0.087 0.012 1976 0.115 0.035 1977 0.079 0.014 1978 0.102 0.013 1979 0.132 0.018 1980 0.131 0.013 1981 0.107 0.018 1982 0.120 0.015 1983 0.163 0.109 1984 0.121 0.017 1985 0.091 0.014 1986 0.087 0.016 1987 0.105 0.100 1988 0.151 0.088 1989 0.073 0.013 1990 0.091 0.011 1991 0.163 0.154 1992 0.153 0.137 1993 0.090 0.015 1994 0.062 0.013 1995 C.075 0.010 1996 0.093 0.015 1997 0.107 0.089 1998 0.104 0.062 1999 0.114 0.014 Ranked Yearly Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.1631 0.1541 2 0.1629 0.1365 3 0.1530 0.1087 4 0.1511 0.1003 5 0.1484 0.0885 6 0.1451 0.0879 7 0.1322 0.0624 8 0.1312 0.0537 9 0.1306 0.0470 10 0.1210 0.0400 11 0.1208 0.0347 12 0.1198 0.0344 13 0.1146 0.0185 14 0.1138 0.0184 15 0.1110 0.0177 16 0.1074 0.0176 17 0.1071 0.0174 18 0.1046 0.0172 19 0.1041 0.0171 20 0.1020 0.0165 21 0.10i9 0.0162 22 0.1017 0.0160 23 0.1010 0.0158 24 0.0982 0.0154 25 0.0981 0.0153 26 0.0980 0.0153 27 0.0962 0.0152 28 0.0948 0.0151 29 0.0930 0.0150 30 0.0913 0.0144 31 0.0905 0.0143 32 0.0902 0.0142 33 0.0890 0.0141 34 0.0879 0.0140 35 0.0872 0.0140 36 0.0872 0.0139 37 0.0871 0.0139 38 0.0871 0.0137 39 0.0865 0.0135 40 0.0850 0.0134 41 0.0844 0.0133 42 0.0826 0.0131 43 0.0800 0.0130 44 0.0794 0.0130 45 0.0793 0.0129 46 0.0788 0.0122 47 0.0775 0.0120 48 0.0747 0.0119 49 0.0727 0.0108 50 0.0624 0.0104 Perind and Impind Changes No changes have been made. . This program and accompanying documentation is provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by the user. Clear Creek Solutions and the Washington State Department of Ecology disclaims all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions and/or the Washington State Department of Ecology be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions or the Washington State Department of Ecology has been advised of the possibility of such damages. a Fife Edit Vr.. Hdr. I$ Et9 :....: ...... __ SCENARIOS F ihry Name ,,,I I (lutlM t O H t? - 0.40 3 Dawnsa.nm Connaatons G 0 10 t ry Type Tt o.zonialPond FI pNCN fC " �F.dliy Bottom Elwnhon(IQ Fnday D e s... eoa Outlet Saucare rc am i.,g��nl t a eonon,vndn,m; �5 R e,r+e,glnt9tl R ser Et—OePfi(N) _. IeY Side Slope(HtY) f""' Rser—ype;Flat :? y .- Bottom Sala Slap. Notch rdJ R ht S'd.Sfop. Tap S,de:'Iope;H)Vl _ _— .. FaalyO ens nDtng arr 1 Orific. Otemeter Haight OMux .IMilUaaong - Number (In) (Fill (tls) Measured ntlhanon Rote 6.2 'H Red-t-F M(rwlnocb0 Ii_ ' p J 0 .1 _.... T-a"IV 1 :m:an if m 67 319 .. Tot.l V 1 T e I magh 6207 hr-nd VW—m R.—tie a AS: M e femems i Increment Total V n..'w 77nough ?4 F=c .13 nd V 70 �1 �j Perc.Ml tilnMad 91.63 Show Pond Table -Caen TaCla �, ... _. _.... � Use Tide X _ €tin i, 10/29/2C 2:32 PM Renton Sunset Stormwater Retrofit/LID Project Renton Sunset City of Renton Table 3A Tributary Area Breakdown Location:Renton Highlands,Renton,WA Sub-Basin:Harrington Avenuue NE Eastside of street);NE 10th St to NE 12th St Project Sub-Total Sub-Total Land Use site SF (Ac) Impervious Roadway/Parking Roadway/Parking 15246 15246 0.35 Roofs 12197 12197 0.28 Driveways 13068 13068 0.30 Pond Sidewalk 1742 1742 0.04 Pervious Till Landsca e 36590 36590 0.84 Outwash Landscape Saturated Landscape Green Roof Pervious Pavement Sub-total 1 78844 1.81 Total 78844 1.81 AreaCalc 1025.xls-MH-East 10/29/2012 Western Washington Hydrology Model PROJECT REPORT Project Name: MH-EW-1011 Site Address: Renton Highlands City Renton Report Date 10/29/2012 Gage Seatac Data Start 1948/10/01 Data End 1998/09/30 Precip Scale: 1.00 WWHM3 Version: PREDEVELOPED LAND USE Name Basin 1 Bypass: No GroundWater: No Pervious Land Use Acres A B, Lawn, Mod 0.84 Impervious Land Use Acres ROADS FLAT 0.39 ROOF TOPS FLAT 0.28 DRIVEWAYS FLAT 0.3 Element Flows To: Surface Interflow Groundwater Name Basin 1 Bypass: No GroundWater: No Pervious Land Use Acres A B, Lawn, Mod .84 Impervious Land Use Acres ROADS FLAT 0.39 ROOF TOPS FLAT 0.28 DRIVEWAYS FLAT 0.3 Element Flows To: Surface Interflow Groundwater Swalel, Swalel, Name Swalel Bottom Length: 170ft. Bottom Width: 5ft. Depth : 1.5ft. Volume at riser head : 0.0554ft. Infiltration On Infiltration rate : 0 Infiltration saftey factor 1 Wetted surface area On Side slope 1: 3 To 1 Side slope 2: 3 To 1 Side slope 3: 3 To 1 Side slope 4: 3 To 1 Discharge Structure Riser Height: 1.45 ft. Riser Diameter: 10000 in. Orifice 1 Diameter: 3 in. Elevation: 0 .15 ft. Element Flows To: Outlet 1 Outlet 2 Pond Hydraulic Table Stage(ft) Area(acr) Volume(acr-ft) Dschrg(cfs) Infilt(c£s) 0.000 0.020 0.000 0.000 0.000 0.017 0.020 0.000 0.000 0.000 0.033 0.020 0.001 0.000 0.000 0.050 0.021 0.001 0.000 0.000 0.067 0.021 0.001 0.000 0.000 0.083 0.022 0.002 0.000 0.000 0.100 0.022 0.002 0.000 0.000 0.117 0.022 0.002 0.000 0.000 0.133 0.023 0.003 0.000 0.000 0.150 0.023 0.003 0.000 0.000 0.167 0.024 0.004 0.031 0.000 0.183 0.024 0.004 0.043 0.000 0.200 0.024 0.004 0.053 0.000 0.217 0.025 0.005 0.061 0.000 0.233 0.025 0.005 0.068 0.000 0.250 0.026 0.006 0.075 0.000 0.267 0.026 0.006 0.081 0.000 0.283 0.026 0.007 0.086 0.000 0.300 0.027 0.007 0.092 0.000 0.317 0.027 0.007 0.096 0.000 0.333 0.028 0.008 0.101 0.000 0.350 0.028 0.008 0.106 0.000 0.367 0.028 0.009 0.110 0.000 0.383 0.029 0.009 0.114 0.000 0.400 0.029 0.010 0.118 0.000 0.417 0.030 0.010 0.122 0.000 0.433 0.030 0.011 0.126 0.000 0.410 0.031 0.011 0.129 0.000 • 000'0 b9Z'0 ZSO'O 990'0 OOb'T 000'0 £9Z'0 TSO'0 b90'0 £8£'T 000'0 T9Z'O 090'0 b90'0 L9£'T 000'0 69Z'0 6b0'O bS0'0 OS£'T 000'0 LSZ'0 8b0'O £90'0 £££'T 000'0 SSZ'0 Lb0'0 £SO'0 LT£'T 000'0 £SZ'0 9b0'0 ZSO'0 00£'T 000'0 ZSZ'0 Sb0'0 Z9O'0 £8Z'T 000'0 OSZ'0 S60'0 T90'0 L9Z'T 000'0 8bZ'0 bb0'0 T90'0 OSZ'T 000'0 96Z'0 £60'0 090'0 ££Z'T 000'0 btlZ'0 Zb0'0 090'0 LTZ'T 000'0 ZbZ'0 Tb0'0 090'0 OOZ'T 000'0 ObZ'0 Ob0'0 6b0'0 £8T'T 000'0 8£Z'0 Ob0'0 6b0'0 L9T'T 000'0 9£Z'0 6£0'0 8b0'0 OST'T 000'0 b£Z'0 8£0'0 860'0 ££T'T 000'0 Z£Z'O L£0'0 Lb0'0 LTT'T 000'0 0£Z'O 9£0'0 L60'0 OOT'T 000'0 8ZZ'0 9£0'0 Lb0'0 £80'T 000'0 9ZZ'0 9£0'0 9b0'0 L90'T 000'0 bZZ'0 6£0'0 9b0'0 OSO'T 000'0 ZZZ'O ££0'O Sb0'0 ££0'T 000'0 OZZ'O ££0'0 9b0'0 LTO'T 000'0 8TZ'O Z£O'0 �b0'0 000'T 000'0 9TZ'0 T£0'0 bb0'0 £86'0 000'0 tTZ'O 0£0'0 tlb0'0 L96'0 000'0 TTZ'O 0£0'0 £30'0 096'0 • 000'0 60Z'O 6ZO'O £bO'O ££6'0 000'0 LOZ'0 8Z0'0 ZbO'0 LT6'0 000'0 90Z'0 8Z0'0 Z5O'0 006'0 000'0 ZOZ'0 LZO'0 Tt,0'0 £88'0 000'0 OOZ'0 9Z0'0 Tb0'0 L98'0 000'0 861'0 SZ0'0 Tt,0'0 098'0 000'0 96T'0 SZO'0 0�0'0 ££8'0 000'0 £6T'O bZ0'0 Ofi0'0 LT8'O 000'0 T6T'0 £ZO'0 6£0'O 008'0 000'0 88T'0 £ZO'0 6£0'0 £8L'O 000'0 98T'0 ZZO'O 8£0'0 L9L'0 000'0 £8T'O ZZO'O 8£0'0 09L'0 000'0 T8T'O TZO'0 8£0'0 ££L'0 000'0 8LT'O OZO'0 L£0'O LTL'O 000'0 SLT'O OZO'O L£0'O OOL'0 000'0 £LT'O 6TO'O 9£0'0 £89'0 000'0 OLT'O 8TO'O 9£0'0 L99'0 000'0 L9T'O 8T0'0 9£0'0 099'0 000'0 b9T'0 LTO'0 S£0'0 ££9'0 000'0 T9T'O LTO'0 9£0'0 LT9'0 000'0 69T'O 9T0'0 t?£0'0 009'0 000'0 99T'0 9T0'0 b£0'0 £8S'0 000'0 £ST'0 STO'O ££0'0 L99'0 000'0 6bT'0 bTO'O ££0'0 099'0 000'0 96T'O bT0'0 ££0'0 ££S'0 000'0 £bT'O £TO'0 Z£0'0 LTS'O 000'0 ObT'0 £TO'0 Z£0'0 O0S'0 000'0 9£T'0 ZTO'0 T£0'O £8b'0 000'0 ££T'0 ZTO'0 T£0'O L9V'O i • 1.417 0.055 0.053 0.266 0.000 1.433 0.056 0.054 0.268 0.000 1.450 0.056 0.054 0.270 0.000 1.467 0.057 0.055 17.73 0.000 1.483 0.057 0.056 49.66 0.000 1.500 0.058 0.057 91.01 0.000 1.517 0.058 0.058 140.0 0.000 MITIGATED LAND USE ANALYSIS RESULTS Flow Frequency Return Periods for Predeveloped (70% of Existing) . POC #1 Return Period Flow(cfs) 2 year 0.245922 5 year 0.303985 10 year 0.342607 25 year 0.392236 50 year 0.429885 100 year 0.467961 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.172122 5 year 0.203285 10 year 0.224607 25 year 0.252336 50 year 0.273585 100 year 0.295361 Yearly Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1950 0.202 0.202 1951 0.217 0.217 1952 0.202 0.202 1953 0.157 0.157 1954 0.156 0.156 1955 0.165 0.165 1956 0.195 0.195 1957 0.177 0.177 1958 0.201 0.201 1959 0.161 0.161 1960 0.151 0.151 1961 0.194 0.194 1962 0.154 0.154 1963 0.143 0.143 1964 0.141 0.141 1965 0.172 0.172 1966 0.152 0.152 1967 0.144 0.144 1968 0.189 0.189 • 1969 0.188 0.188 • 1970 0.161 0.161 1971 0.161 0.161 1972 0.162 0.162 1973 0.219 0.219 1974 0.152 0.152 1975 0.145 0.145 1976 0.187 0.187 1977 0.147 0.147 1978 0.158 0.158 1979 0.205 0.205 1980 0.174 0.174 1981 0.190 0.190 1982 0.187 0.187 1983 0.223 0.223 1984 0.205 0.205 1985 0.143 0.143 1986 0.175 0.175 1987 0.210 0.210 1988 0.208 0.208 1989 0.150 0.150 1990 0.150 0.150 1991 0.357 0.357 1992 0.254 0.254 1993 0.178 0.178 1994 0.129 0.129 1995 0.136 0.136 1996 C.161 0.161 1997 0.213 0.213 . 1998 0.184 0.184 1999 0.163 0.163 Ranked Yearly Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 0.3568 0.3568 0.2543 0.2543 3 0.2233 0.2233 4 C.2189 0.2189 5 0.2172 0.2172 6 0.2134 0.2134 7 0.2096 0.2096 8 0.2078 0.2078 9 0.2050 0.2050 10 0.2045 0.2045 11 0.2021 0.2021 12 0.2019 0.2019 13 0.2010 0.2010 14 0.1953 0.1953 15 0.1935 0.1935 16 0.1895 0.1895 17 0.1894 0.1894 18 0.1885 0.1885 19 0.1869 0.1869 20 0.1867 0.1867 21 0.1840 0.1840 22 0.177 0.177 • 23 0.1770 0.1770 24 0.1749 0.1749 25 0.1745 0.1745 26 0.1718 0.1718 27 0.1652 0.1652 28 0.1634 0.1634 29 0.1623 0.1623 30 0.1612 0.1612 31 0.1611 0.1611 32 0.1611 0.1611 33 0.1607 0.1607 34 0.1580 0.1580 35 0.1573 0.1573 36 0.1559 0.1559 37 0.1539 0.1539 38 0.1522 0.1522 39 0.1521 0.1521 40 0.1510 0.1510 41 0.1504 0.1504 42 0.1502 0.1502 43 0.1469 0.1469 44 0.1451 0.1451 45 0.1436 0.1436 46 0.1434 0.1434 47 0.1430 0.1430 48 0.1407 0.1407 49 0.1362 0.1362 50 0.1211 0.1291 • Perind and Impind Changes No changes have been made. This program and accompanying documentation is provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by the user. Clear Creek Solutions and the Washington State Department of Ecology disclaims all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions and/or the Washington State Department of Ecology be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions or the Washington State Department of Ecology has been advised of the possibility of such damages. • r,»WWI.NI3 _File Edit vKar HNp rkWl E7 0 LI-121 57 I�StNAR10� i .--j Facility Name — " r Predo n!IoPe Ou2R'T "' Outlet 2 0utle13 Downstream Connections .._r ,_. .,,«......_.. .......... t_«_..... ..,...«...._...... _.. �Mnga!ed 'e '� 'Fnciltly Type ?Trope oltld Pand FI FUFMTFNTC ... .. ... 1 .. ... ..._ Facility Bottom on(IQ G. - FacilityFacilityDimDimensions ... Outlet Str chire _. B tlom gm(a) VP .t� 8otlom'Mdtl+iln r Rser Hm9M(ff) It AS_ Aiser 1"i'7 'E9elybve DepA+ini 1'a W Wk6j - lea S,de Slope{HM S Aker Type_j�, =-{ ...._._. A 4, - - — -Bortom Notdt Side Slope y I -Fight Side Slope ` Top Side Slope(HIM,, —1 Facily Dimension Diagrom _ Orifice Diameter Neigh OMarz o NtBhrnon m }'Ej _.._ Number Q.) (Ft) (rd.) e.. .......y Meaeemd lnFllrmmn Rene (p �= 1 :3 'A.15 0.27464 ._... ... ..__ '" i ._..._. Reducf-Facteni film dor) 31-'.'' 2 Use SYened Sunnce A. �} ... I oral`:I e r+l7nted(,.re-s7 U TotJ i lame Thrrtgh :.26 541 Pond Ve—at Poser nead 055 Me.'e laments ❑, Pond Increment IF t'I TPMI Vol me Through '2654. Show Pend Table I�aon Tadlo Pea-en.IMnhn e7 U �,,: s a . Use Tile Gates I t fN hIR '3j tl y�y6 C as,, It s a� 2 , 10/29/201 1:17 PM • Renton Sunset Stormwater Retrofit/LID Project Renton Sunset City of Renton Table 313 Tributary Area Breakdown Location:Renton Highlands,Renton,WA Sub-Basin:Harrington Avenuue NE Westside of street);NE 10th St to NE 12th St Project Sub-Total Sub-Total Land Use site (SF) (Ac) Impervious Roadway/Parking Roadway/Parking 10455 10455 0.24 Roofs 11326 11326 0.26 Driveways 11761 11761 0.27 Pond Sidewalk 4791 4791 0.11 Pervious • Till Landsca e 33106 33106 0.76 Outwash Landscape Saturated Landscape Green Roof Pervious Pavement Sub-total 71439 1.64 Total 71439 1.64 AreaCalc 1025.xls-MH-West 10/29/2012 • Western Washington Hydrology Model PROJECT REPORT Project Name: MH-gin]-1011 Site Address: Renton Highlands City Renton Report Date 10/29/2012 Gage Seatac Data Start 1948/10/01 Data End 1998/09/30 Precip Scale: 1.00 WWHM3 Version: PREDEVELOPED LAND USE Name Basin 1 Bypass: No GroundWater: No Pervious Land Use Acres A B, Lawn, Mod .76 Impervious Land Use Acres ROADS FLAT 0.35 • ROOF TOPS FLAT 0.26 DRIVEWAYS FLAT 0.27 Element Flows To: Surface Interflow Groundwater Name Basin 1 Bypass: No GroundWater: No Pervious Land Use Acres A B, Lawn, Mod .76 Impervious Land Use Acres ROADS FLAT 0.35 ROOF TOPS FLAT 0.26 DRIVEWAYS FLAT 0.27 Element Flows To: Surface Interflow Groundwater • Swalel, Swalel, • Name Swalel Bottom Length: 110ft. Bottom Width: 5ft. Depth : 1.5ft. Volume at riser head : 0.0364ft. Infiltration On Infiltration rate : 0 Infiltration saftey factor 1 Wetted surface area On Side slope 1: 3 To 1 Side slope 2: 3 To 1 Side slope 3: 3 To 1 Side slope 4: 3 To 1 Discharge Structure Riser Height: 1.45 ft. Riser Diameter: 10000 in. Orifice 1 Diameter: 3 in. Elevation: 0.15 ft. Element Flows To: Outlet 1 Outlet 2 Pond Hydraulic Table Stage(ft) Area(acr) Volume(acr-ft) Dschrg(cfs) lnfilt(cfs) 0.000 0.013 0.000 0.000 0.000 0.017 0.013 0.000 0.000 0.000 0.033 0.013 0.000 0.000 0.000 0.050 0.013 0.001 0.000 0.000 0.067 0.014 0.001 0.000 0.000 0.083 0.014 0.001 0.000 0.000 0.100 0.014 0.001 0.000 0.000 0.117 0.014 0.002 0.000 0.000 0.133 0.015 0.002 0.000 0.000 0.150 0.015 0.002 0.000 0.000 0.167 0.015 0.002 0.031 0.000 0.183 0.016 0.003 0.043 0.000 0.200 0.016 0.003 0.053 0.000 0.217 0.016 0.003 0.061 0.000 0.233 0.016 0.003 0.068 0.000 0.250 0.017 0.004 0.075 0.000 0.267 0.017 0.004 0.081 0.000 0.283 0.017 0-004 0.086 0.000 0.300 0.017 0.005 0.092 0.000 0.317 0.018 0.005 0.096 0.000 0.333 0.018 0.005 0.101 0.000 0.350 0.018 0.005 0.106 0.000 0.367 0.019 0.006 0.110 0.000 0.383 0.019 0.006 0.114 0.000 0.400 0.019 0.006 0.118 0.000 0.417 0.019 0.007 0.122 0.000 0.433 0.020 0.007 0.126 0.000 • 0.450 0.020 0.007 0.129 0.000 • 000'0 b9Z'0 b£0'0 9E0'0 00b*T 000'0 £9Z'0 E£0'0 9E0'0 £8E'T 000'0 T9Z'0 E£0'0 9E0'0 L9E'T 000'0 69Z'0 Z£0'O 9E0'0 OSE'T 000'0 LSZ'O Z£0'0 S£0'0 ££E'T 000'0 SSZ'O TEO'0 S£0'0 LT£'T 000'0 ESZ'0 OEO'0 9£0'0 00£'T 000'0 ZSZ'0 OEO'0 b£0'0 E8Z'T 000'0 OSZ'0 6Z0'0 bE0'0 L9Z'T 000'0 8bz'0 6ZO'O b£0'0 OSZ'T 000'0 9tlZ'0 8Z0'0 ££0'0 EEZ'T 000'0 bt?Z'0 8Z0'0 ££0'0 LTZ'T 000'0 Z6Z'O LZO'0 ££0'0 OOZ'T 000'0 OtlZ'0 9Z0'0 ££0'0 E8T'T 000'0 8EZ'0 9Z0'0 ZEO'O L9T'T 000'0 9EZ'0 SZO'0 Z£0'0 OST'T 000'0 bEZ'0 SZO'0 Z£0'0 EET'T 000'0 ZEZ'0 bZ0'0 T£0'O LTT'T 000'0 OEZ'0 6Z0'0 T£0'O OOT'T 000'0 8ZZ'0 £ZO'0 TEO'0 £80'T 000'0 9ZZ'0 EZ0'0 OEO'0 L90'T 000'0 bZZ'O ZZO'O OEO'0 OSO'T 000'0 ZZZ'0 ZZO'O OEO'0 £EO'T 000'0 OZZ'0 TZO'O OEO'O LTO'T 000'0 8TZ'0 TZO'O 6Z0'0 000'T 000'0 9TZ'O OZO'O 6ZO'O E86'0 000'0 6TZ'0 OZO'O 6Z0'0 L96'0 000'0 TTZ'0 6T0'0 8Z0'0 096'0 . 000'0 60Z'O 6T0'0 830'0 ££6'O 000'0 LOZ'0 8T0'0 8Z0'0 LT6'0 000'0 SOZ'0 8T0'0 8Z0'0 006'0 000'0 ZOZ'0 8TO'0 LZO'0 E88'0 000'0 OOZ'O LTO'O LZO'0 L98'0 000'0 86T'0 LTO'0 LZO'0 098'0 000'0 S6T'0 9T0'0 9Z0'0 EE8'0 000'0 E6T'O 9T0'0 9Z0'0 LT8'0 000'0 T6T'O STO'0 9Z0'0 008'0 000'0 88T'O STO'0 9Z0'0 E8L'0 000'0 98T'O bTO'O SZO'0 L9L'O 000'0 E8T'O bTO'O SZO'0 09L'0 000'0 T8T'O tTO'0 9ZO'0 EEL'O 000'0 8LT'0 ETO'0 bZO'O LTL'0 000'0 SLT'O ETO'O bZO'O OOL'O 000'0 ELT'0 ZTO'0 bZ0'0 E89'0 000'0 OLT'O ZTO'O tlN*0 L99'0 000'0 L9T'0 ZTO'0 EZO'0 099'0 000'0 'v9T'0 TTO'0 EZO'0 EE9'0 000'0 T9T'0 TTO'O £ZO'0 L T 9'0 000'0 69T'0 OTO'0 ZZO'0 009'0 000'0 99T'O OTO'0 ZZO'0 £8S'0 000'0 £ST'O OTO'0 ZZO'0 L99'0 000'0 6tT'O 600'0 ZZO'O OSS'0 000'0 9bT'0 600'0 TZO'O E£S'0 000'0 EbT'0 600'0 TZO'O LTS'O 000'0 O'VT'0 800'0 TZO'O 009'0 000'0 9ET'O 800'0 OZO'0 E8b'0 000'0 EET'O 800'0 OZO'0 L9b'0 • 1.417 0.037 0.035 0.266 0.000 1.433 0.037 0.035 0.268 0.000 1.450 0.037 0.036 0.270 0.000 1.467 0.038 0.036 17.73 0.000 1.483 0.038 0.037 49.66 0.000 1.500 0.038 0.038 91.01 0.000 1.517 0.039 0.038 140.0 0.000 MITIGATED LAND USE ANALYSIS RESULTS Flow Frequency Return Periods for Predeveloped POC #1 Return Period Flow(cfs) 2 year 0.223141 5 year 0.275762 10 year 0.310862 25 year 0.355853 50 year 0.389878 100 year 0.42446 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.172225 • 5 year 0.202904 10 year 0.223453 25 year 0.249766 50 year 0.269664 100 year 0.289849 Yearly Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1950 0.158 0.200 1951 0.286 0.228 1952 0.172 0.198 1953 0.137 0.153 1954 0.124 0.155 1955 0.149 0.169 1956 0.157 0.187 1957 0.152 0.179 1958 0.171 0.198 1959 0.156 0.163 1960 0.120 0.147 1961 0.149 0.189 1962 0.143 0.154 1963 0.135 0.144 1964 0.130 0.146 1965 0.154 0.176 1966 0.136 0.152 1967 0.135 0.137 1968 0.203 0.193 • 19 0.22 0,195 1970 70 0.123 0.15656 1971 0.135 0.164 1972 0.131 0.159 1973 0.213 0.218 1974 0.123 0.153 1975 0.135 0.145 1976 0.177 0.183 1977 0.122 0.143 1978 0.157 0.156 1979 0.204 0.202 1980 0.202 0.186 1981 0.166 0.191 1982 0.185 0.187 1983 0.252 0.228 1984 0.187 0.203 1985 0.141 0.145 1986 0.134 0.171 1987 0.164 0.198 1988 0.233 0.209 1989 0.112 0.146 1990 0.141 O.157 1991 0.264 0.345 1992 0.241 0.255 1993 0.139 0.177 1994 0.096 0.127 1995 0.115 0.136 1996 0.144 0.162 199 0.1 0. • 1998 0.176 76 0.182182 1999 0.176 0.170 Ranked Yearly Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.2861 0.3450 2 0.2636 0.2554 3 0.2520 0.2284 4 0.2413 0.2277 5 0.2334 0.2176 6 0.2292 0.2090 7 0.2126 0.2039 8 0.2041 0.2032 9 0.2025 0.2020 10 0.2017 0.2003 11 0.1885 0.1981 12 0.1868 0.1980 13 0.1850 0.1975 14 0.1769 0.1948 15 0.1761 0.1931 16 0.1759 0.1911 17 0.1718 0.1894 18 0.1714 0.1870 19 0.1660 0.1870 20 0.1635 0.1859 21 0.1576 0.1834 22 0.1575 0.1821 23 0.1571 0.1792 24 0.1559 0.1774 25 0.1540 0.1765 26 0.1515 0.1710 27 0.1486 0.1704 28 0.1485 0.1693 29 0.1436 0.1640 30 0.1431 0.1630 31 0.1410 0.1617 32 0.1405 0.1590 33 0.1392 0.1571 34 0.1375 0.1563 35 0.1363 0.1561 36 0.1348 0.1547 37 0.1347 0.1537 38 0.1346 0.1533 39 0.1346 0.1529 40 0.1336 0.1518 41 0.1313 0.1471 42 0.1296 0.1458 43 0.1240 0.1456 44 0.1230 0.1449 45 0.1229 0.1446 46 0.1218 0.1443 47 0.1197 0.1428 48 0.1154 0.1375 49 0.1124 0.1359 50 0.0964 0.1271 Perind and Impind Changes No changes have been made. This program and accompanying documentation is provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by the user. Clear Creek Solutions and the Washington State Department of Ecology disclaims all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions and/or the Washington State Department of Ecology be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions or the Washington State Department of Ecology has been advised of the possibility of such damages. Fik Dow 3 .. ........ ..,............__ _. .._ _ . _. ..._.. SCENARIOS i i Facility Name SaNal - UF P,adevelope , Y7ulG 7 --O tiet 7- Outlet 3 DnvmM—Connections ?�Nugnted ,�� Fncitiy Typo 'Trope oitld Pond ... .... _Ayw?onq_f Oeick Pond„.,,,_I _.._..:.. FI FUFNT.R ...._ `...." �Facility Bottom Elevneon Cm y fedliry D-mansions +' E° Ph 110 R�o detStrwh e A+ soft.". aM M ty i se Re gM?Ig .El©, Pl I?0'100-,A l .sr d M hciL i i n 1.ot of h RuecZ .Icw_. -4 j� _.._.. ... ...... ...,._. ........... 6aawrn�S•a2 ICpg"'l' c±rd�0 r<toP efMtt.j Right Side Slope top Side Slope jl-W, -""` FeciMy Otmemmn Otagrn__m.,_.'' �. Orifita Diometer Heigh OMe>< 3 Intilmwon 1'ES Number (In) (Ft) (Lt.) ' N.easored ngirtnnon Rafe 70 -'- 1 3 ''I O.tE " 0.27464 Reduceo a �rc nNir'lacia'S r p '+?0 ''•'{ 0 .Tad volume nmu h ?476� Jo—a'Riser Henri 036 ' Move lemons � � g Frond Lncernen, (0?0 Totd Volume Though 11477 3. Shrew Pond Treble (t,oe Table Prvren"nhiGMed 0 "�- _ Uya Tida Gnnxa NL X ui ? ut _ 10129/201 : 02PM ;a?� ,.aaa .S_R'w�• �xAS •.�9� i; :er�r�,, s�M-' i..x,.m,�s.�� �' _.o..�_...,.�- f Renton Sunset Stormwater Retrofit/LID Project Renton Sunset City of Renton Table 4 Tributary Area Breakdown Location:Renton Highlands,Renton,WA Sub-Basin:Harrington Avenuue NE Bothsides of street);NE 9th St to SR 900 Project Sub-Total Sub-Total Land Use site SF Ac Impervious Roadway/Parking Roadway/Parking 42368 42368 0.97 Roofs Driveways Pond Sidewalk 8162 8162 0.19 Pervious • Till Landsca e Outwash Landscape Saturated Landscape Green Roof Pervious Pavement Sub-total 50530 1.16 Total 50530 1.16 AreaCalc 1025.x1s-SH-North 10/29/2012 Western Washington Hydrology Model PROJECT REPORT Project Name: SH-N-1014 Site Address: Renton Highlands City Renton Report Date 10/29/2012 Gage Seatac Data Start 1948/10/01 Data End 1998/09/30 Precip Scale: 1.00 WWHM3 Version: PREDEVELOPED LAND USE Name Basin 1 Bypass: No GroundWater: No Pervious Land Use Acres Impervious Land Use Acres ROADS FLAT 0.62 DRIVEWAYS FLAT 0.33 SIDEWALKS FLAT 0.21 . Element Flows To: Surface Interflow Groundwater Name Basin 1 Bypass: No GroundWater: No Pervious Land Use Acres Impervious Land Use Acres ROADS FLAT 0.62 DRIVEWAYS FLAT 0.33 SIDEWALKS FLAT 0.21 Element Flows To: Surface Interflow Groundwater Swalel, Swalel, • Name Swalel Bottom Length: 200ft. Bottom Width: 5ft. Depth : 1 .5ft. Volume at riser head : 0.0649ft. Infiltration On Infiltration rate : 1.2 Infiltration saftey factor 1 Wetted surface area On Side slope 1: 3 To 1 Side slope 2: 3 To 1 Side slope 3: 3 To 1 Side slope 4: 3 To 1 Discharge Structure Riser Height: 1.45 ft. Riser Diameter: 10000 in. Orifice 1 Diameter: 2.7 in. Elevation: 0.15 ft. Element Flows To: Outlet 1 Outlet 2 Pond Hydraulic Table Stage(ft) Area(acr) Volume(acr-ft) Dschrg(cfs) Infilt(cfs) • 0.000 0.023 0.000 0.000 0.000 0.017 0.023 0.000 0.000 0.028 0.033 0.024 0.001 0.000 0.029 0.050 0.024 0.001 0.000 0.030 0.067 0.025 0.002 0.000 0.030 0.083 0.025 0.002 0.000 0.031 0.100 0.026 0.002 0.000 0.031 0.117 0.026 0.003 0.000 0.032 0.133 0.027 0.003 0.000 0.033 0.150 0.027 0.004 0.000 0.033 0.167 0.028 0.004 0.025 0.034 0.183 0.028 0.005 0.035 0.034 0.200 0.029 0.005 0.043 0.035 0.217 0.029 0.006 0.049 0.036 0.233 0.030 0.006 0.055 0.036 0.250 0.030 0.007 0.061 0.037 0.267 0.031 0.007 0.065 0.037 0.283 0.031 0.008 0.070 0.038 0.300 0.032 0.008 0.074 0.039 0.317 0.032 0.009 0.078 0.039 0.333 0.032 0.009 0.082 0.040 0.350 0.033 0.010 0.086 0.041 0.367 0.033 0.010 0.089 0.041 0.383 0.034 0.011 0.092 0.042 0.400 0.034 0.011 0.096 0.042 0.417 0.035 0.012 0.099 0.043 0.433 0.035 0.013 0.102 0.044 0.450 0.036 0.013 0.105 0.044 0.467 0.036 0.014 0.108 0.045 • 0.483 0.037 0.014 0.111 0.045 • Z80'0 LTZ'0 £90'0 990'0 ££b'T T80'0 STZ'0 Z90'0 990'0 LTb'T 080'0 bTZ'0 T90'0 b90'0 OOTi'T 080'0 £TZ'O 090'0 690'0 £8£'T 6L0'0 TTZ'0 890'0 £90'0 L9£'T 8L0'0 OTZ'0 LSO'0 £90'0 OS£'T 8L0'0 80Z'0 990'0 Z90'0 £££'T LLO'0 LOZ'0 SSO'O Z90'0 LT£'T 9L0'0 SOZ'O tiSO'0 T90'0 00£'T 9LO'O bOZ'0 £SO'O T90'0 £8Z'T 9LO'0 ZOZ'O ZSO'O 090'0 L9Z'T bL0'0 TOZ'0 TSO'0 090'0 OSZ'T bL0'0 66T'0 090'0 6SO'O ££Z'T £LO'O 86T'O 6b0'0 690'0 LTZ'T £LO'0 96T'O 860'0 8S0'0 OOZ'T ZLO'0 96T'O L30'0 890'0 £8T'T TLO'0 £6T'O 960'0 L90'0 L9T'T TLO'O T6T'O Sb0'0 L90'0 OST'T OLO'O 06T'0 Sb0'0 990'0 ££T'T 690'0 88T'O btlo'0 9S0'O LTT'T 690'0 L8T'O £ti0'0 990'0 OOT'T 890'0 98T'0 Z60'0 SSO'0 £80'T L90'0 £8T'0 Tb0'0 bS0'0 L90'T L90'0 Z8T'0 Ob0'0 690'0 OSO'T 990'0 08T'0 6£0'O ESO'0 ££0'T 990'0 8LT'0 8£0'0 £SO'O LTO'T 990'0 LLT'O L£0'O ZSO'0 000'T b90'0 . SLT'O 9£O'0 Z90'0 £86'0 �90'0 £LT'0 9£0'0 TSO'0 L96'0 £90'0 TLT'O 9£0'0 TSO'0 096'0 Z90'0 69T'O b£0'0 090'0 ££6'0 Z90'0 89T'O ££0'0 OSO'0 LT6'0 190'0 99T'0 Z£0'0 6b0'0 006'0 090'0 b9T'0 T£0'0 6b0'0 £88'0 090'0 Z9T'0 T£0'O 8110'0 L98'0 690'0 09T'O 0£O'0 8b0'0 OS8'0 690'0 8ST'0 6Z0'0 Lb0'O ££8'0 8S0'0 9ST'O 8Z0'0 Lb0'O LT8'0 LSO'O bST'0 8Z0'O 91v0'0 008'0 L90'0 ZST'0 LZO'0 9b0'0 £8L'0 9S0'0 OST'O 9Z0'0 Sb0'0 L9L'O SSO'0 8bT'O SZO'0 91v0'0 OSL'0 SSO'O 9bT'0 SZO'O lvti0'0 ££L'0 bS0'0 bbT'0 bZO'O t1t0'0 LTL'0 bS0'0 ZbT'0 £ZO'O £b0'0 00L'0 £SO'0 ObT'0 ZZO'O £IV0'0 £89'0 Z90'0 8£T'O ZZO'0 ZIV0'O L99'0 Z90'0 9£T'0 TZO'0 Zb0'0 099'0 TSO'0 ££T'O OZ0'0 Tb0'0 ££9'0 090'0 T£T'O OZO'0 T'v0'0 LT9'0 090'0 8ZT'O 6TO'O 0t?0'0 009'0 6b0'0 9ZT'O 8T0'0 0b0'0 £8S'0 6t,0'0 bZT'O 8TO'O 6£0'0 L99'0 8b0'0 TZT'0 LTO'0 6£0'O OSS'0 Lb0'0 6TT'0 9T0'0 8£0'0 ££9'0 Lb0'0 9TT'0 9T0'0 8£0'0 LT9'0 9b0'0 £TT'0 9TO'0 L£0'0 009'0 1.450 0.066 0.064 0.218 0.082 1.467 0.066 0.065 17.68 0.083 1.483 0.067 0.066 49.61 0.084 1.500 0.067 0.067 90.96 0.084 1.517 0.068 0.068 139.9 0.085 MITIGATED LAND USE ANALYSIS RESULTS Flow Frequency Return Periods for Predeveloped . POC #1 Return Period Flow(cfs) 2 year 0.289818 5 year 0.352258 10 year 0.392704 25 year 0.443151 50 year 0.480431 100 year 0.517607 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.041418 5 year 0.080758 10 year 0.120504 25 year 0.192251 50 year 0.265931 100 year 0.361607 Yearly Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1950 0.036 0.036 1951 0.034 0.034 1952 0.108 0.108 1953 0.028 0.028 1954 0.029 0.029 1955 0.028 0.028 1956 0.087 0.087 1957 0.036 0.036 1958 0.038 0.038 1959 0.034 0.034 1960 0.031 0.031 1961 0.096 0.096 1962 0.030 0.030 1963 0.026 0.026 1964 0.026 0.026 1965 0.029 0.029 1966 0.032 0.032 1967 0.028 0.028 1968 0.039 0.039 1969 0.030 0.030 1970 0.034 0.034 • 1971 0.032 0.032 1972 0.030 0.030 1973 0.098 0.098 1974 0.031 0.031 1975 0.026 0.026 1976 0.093 0.093 1977 0.030 0.030 1978 0.029 0.029 1979 0.037 0.037 1980 0.028 0.028 1981 0.037 0.037 1982 0.032 0.032 1983 0.232 0.232 1984 0.037 0.037 1985 0.030 0.030 1986 0.033 0.033 1987 0.203 0.203 1988 0.189 0.189 1989 0.028 0.028 1990 0.023 0.023 1991 0.318 0.318 1992 0.277 0.277 1993 0.032 0.032 1994 0.029 0.029 1995 0.023 0.023 1996 0.033 0.033 1997 0.204 0.204 1998 0.126 0.126 1999 0.030 0.030 Ranked Yearly Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 0.3182 0.3182 2 0.2770 0.2770 3 0.2321 0.2321 4 0.2036 0.2036 5 0.2032 0.2032 6 0.1892 0.1892 7 0.1261 0.1261 8 0.1083 0.1083 9 0.0978 0.0978 10 0.0959 0.0959 11 0.0926 0.0926 12 0.0874 0.0874 13 0.0386 0.0386 14 0.0384 0.0384 15 0.0370 0.0370 16 0.0367 0.0367 17 0.0365 0.0365 18 0.0361 0.0361 19 0.0357 0.0357 20 0.0345 0.0345 21 0.0340 0.0340 22 0.0337 0.0337 23 0.0334 0.0334 24 0.0326 0.0326 25 0.0324 0.0324 26 0.0324 0.0324 27 0.0321 0.0321 28 0.0318 0.0318 29 0.0315 0.0315 30 0.0305 0.0305 31 0.0304 0.0304 32 0.0304 0.0304 33 0.0298 0.0298 34 0.0297 0.0297 35 0.0297 0.0297 36 0.0295 0.0295 37 0.0294 0.0294 38 0.0290 0.0290 39 0.0286 0.0286 40 0.0285 0.0285 41 0.0283 0.0283 42 0.0280 0.0280 43 0.0278 0.0278 44 0.0276 0.0276 45 0.0276 0.0276 46 0.0259 0.0259 47 0.0257 0.0257 48 0.0256 0.0256 49 0.0231 0.0231 50 0.0226 0.0226 Perind and Impind Changes No changes have been made. This program and accompanying documentation is provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by the user. Clear Creek Solutions and the Washington State Department of Ecology disclaims all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions and/or the Washington State Department of Ecology be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions or the Washington State Department of Ecology has been advised of the possibility of such damages. • �m WwWW3 s:N 3a14.ra - Poe EE4 Vet« Heq oOl� a ..._................. _.... ...... .... ...... ......_. '_...._ P.0,7 10 EP§Ilim 5�7 . Fanliry Name 'Swnlnt P!edeveloae .i Du6eil--"UuHet L __ O tl 1 3 y@Downstrea Co..-dons _ —_-- �f:64Caa'ed __,... 'l.r 5 ... _...._. y N Ype ?rnpe:omd Pontl 0 ""'� ....10 fntti6 T .....:# t nacene�w� e». FI FUFNTC ... .,, ,°�fx .. w Fnmliy Bottom Elemt on(tt) .0 _ P _ ,p;Yx t Facility Dimensions ,(,,7 'L`t 8 nom I.engst(l9 210 .... Outlet St c1s a ® (� _ Filer Me 9Min) —`'{ a.nomvvdm tn) Riser �OMIO'8'I ���� dish S�tle Slopt;H/'n ) 1 Riser ry9e,Flm—= Nw n lrughl Side sior. """"' Top Side^lope 41/1,1 Facilny Dimension Dmgmm ? Orifice Diameter NeigM OMw - InhltmUon Nemb., (In) (Ft) ' pMeesemtl mliltmnon Rene t 12 :0.15'`t. 0.22216 pjReduct0 FeporfmGlHad4!) �i Use F4'ened Sudnce trea p--?;i4 0 1 1TcialYolume lnnlaatedte�re-ht '05.6A i Total-l—eThrough 45.241 Pcna volume a'KLpn,head 065 M e lensns TotalvvWme Thro�.gh 150.3, Ptnl ntte—t a2 Show Pend Table .1Percem:nfinieied .0 Laon T»I:ro••`'' Gan+% S w i 10/29/201 1:22 PM j� d k x �'' 'IX �h F W�✓xA"-�. 4`�w: ♦ t F .yk 3 t+ri y • Renton Sunset Stormwater Retrofit/LID Project Renton Sunset City of Renton Table 5 Tributary Area Breakdown Location:Renton Highlands,Renton,WA Sub-Basin:Harrington Avenuue NE Eastside;NE 7th St to NE 9th St Project Sub-Total Sub-Total Land Use site SF Ac Impervious Roadway/Parking Roadway/Parking 14801 14801 0.34 Roofs 29621 29621 0.68 Driveways 28314 28314 0.65 Pond Sidewalk 5009 5009 0.12 Pervious Till Landscape Outwash Landscape 37026 37026 0.85 Saturated Landscape Green Roof Pervious Pavement Sub-total 114771 2.63 Total 114771 2.63 AreaCalc_1025.x1s-SH-South 10/29/2012 Western Washington Hydrology Model PROJECT REPORT Project Name: SouthHS_E_vl Site Address: City Report Date 10/23/2012 Gage Seatac Data Start 1948/10/01 Data End 1998/09/30 Precip Scale: 1.00 WWHM3 Version: PREDEVELOPED LAND USE Name Basin 1 Bypass: rTo Groundwater: No Pervious Land Use Acres A B, Lawn, Flat .85 Impervious Land Use Acres ROADS FLAT 1.78 Element Flows To: Surface Interflow Groundwater Name Basin 1 Bypass: No Groundwater: No Pervious Land Use Acres A B, Lawn, Flat .85 Impervious Land Use Acres ROADS FLAT 1.78 Element Flows To: Surface Interflow Groundwater Trapezoidal Pond 2, Trapezoidal Pond 2, Name Trapezoidal Pond 2 i Bottom Length: 280ft. Bottom Width: 6ft. Depth : 1.95ft. Volume at riser head : 0.0983ft. Infiltration On Infiltration rate : 1.2 Infiltration saftey factor : 1 Side slope 1: 3 To 1 Side slope 2: 3 To 1 Side slope 3: 3 To 1 Side slope 4: 3 To 1 Discharge Structure Riser Height: 1.45 ft. Riser Diameter: 18 in. Orifice 1 Diameter: 3 in. Elevation: 0.15 ft. Element Flows To: Outlet 1 Outlet 2 Pond Hydraulic Table Stage(ft) Area(acr) Vol=e(acr-ft) Dschrg(cfs) Infilt(c£s) 0.000 0.039 0.000 0.000 0.000 0.022 0.039 0.001 0.000 0.047 0.043 0.040 0.002 0.000 0.047 0.065 0.041 0.003 0.000 0.047 0.087 0.042 0.003 0.000 0.047 0.108 0.043 0.004 0.000 0.047 0.130 0.044 0.005 0.000 0.047 0.152 0.045 0.006 0.010 0.047 0.173 0.045 0.007 0.036 0.047 0.195 0.046 0.008 0.050 0.047 0.217 0.047 0.009 0.061 0.047 0.238 0.048 0.010 0.070 0.047 0.260 0.049 0.011 0.078 0.047 0.282 0.050 0.012 0.086 0.047 0.303 0.051 0.014 0.093 0.047 0.325 0.051 0.015 0.099 0.047 0.347 0.052 0.016 0.105 0.047 0.368 0.053 0.017 0.110 0.047 0.390 0.054 0.018 0.116 0.047 0.412 0.055 0.019 0.121 0.047 0.433 0.056 0.020 0.126 0.047 0.455 0.057 0.022 0.131 0.047 0.477 0.058 0.023 0.135 0.047 0.498 0.058 0.024 0.140 0.047 0.520 0.059 0.025 0.144 0.047 0.542 0.060 0.027 0.148 0.047 0.563 0.061 0.028 0.152 0.047 0.585 0.062 0.029 0.156 0.047 0.607 0.063 0.031 0.160 0.047 0.628 0.064 0.032 0.163 0.047 0.650 0.065 0.033 0.167 0.047 0.672 0.065 0.035 0.171 0.047 0.693 0.066 0.036 0.174 0.047 Lb0'0 8DT'9 OST'0 8TT'0 8Z6'T Lb0'0 ZZ8'b LDT'0 LTT'0 L06'T Lb0'0 £09'b S6T'0 9TT'O 988'T Lb0'0 T6T'b ZbT'O 9TT'O £98'T Lb0'0 888'£ ODT'O 'vTT'0 Zb8'T Lb0'0 £69'£ L£T'0 £TT'O OZ8'T Lb0'0 LO£'£ S£T'O ZTT'O 86L'T Lb0'0 6Z0'£ Z£T'0 TTT'O LLL'T Lt,0'0 09L'Z 0£T'O OTT'0 SSL'T Lb0'0 TOS'Z LZT'O 60T'O ££L'T Lb0'0 TSZ'Z SZT'0 80T'0 ZTL'T Lb0'0 TTO'Z £ZT'0 8OT'O 069'T Lb0'0 Z8L'T OZT'0 LOT'0 899'T Lb0'O £99'T 8TT'O 90T'0 L'v9'T Lb0'0 LS£'T 9TT'O SOT'O SZ9'T Lb0'0 Z9T'T bTT'O b 0 T'0 £09'T Lb0'0 T86'0 TTT'0 £OT'O Z89'T LbO'0 bT8'0 60T'0 ZOT'O 099'T Lb0'0 Z99'0 LOT'0 TOT'0 8£S'T Lb0'0 8ZS'0 SOT'O OOT'0 LTS'T Lb0'0 �T5'0 £OT'O 660'0 96b'T Lt,0'0 bZ£'0 OOT'O 860'0 £Lb'T L60'0 TLZ'0 860'0 L60'0 ZSb'T Lb0'0 L9Z'0 960'0 L60'0 0£b'T Lb0'0 S9Z'0 �60'0 960'0 80�-'T Lb0'0 £9Z'0 Z60'0 960'0 L8£'T L60'0 T9Z'0 060'0 b60'O S9£'T L30'0 89Z'0 880'0 £60'0 £t£'T Lb0'0 99Z'0 980'0 Z60'0 ZZ£'T Lb0'0 £SZ'O b80'0 T60'0 00£'T Lb0'0 TSZ'0 Z80'0 060'0 8LZ'T Lb0'0 6bZ'0 080'0 680'0 LSZ'T Lb0'0 9bZ'0 8LO'O 880'0 S£Z'T Lb0'O b6Z'0 9L0'0 880'0 £TZ'T Lb0'0 TbZ'O bL0'0 L80'0 Z6T'T Lb0'0 6£Z'0 £LO'0 980'0 OLT'T Lb0'0 9£Z'0 TLO'O 980'0 8bT'T L60'0 t£Z'0 690'0 b80'0 LZT'T Lt,0'0 T£Z'0 L90'0 £80'0 SOT'T Lt,0'0 8ZZ'0 990'0 Z80'0 £80'T Lb0'0 9ZZ'0 £90'0 T80'0 Z90'T Lb0'0 £ZZ'0 Z90'0 080'0 ObO'T Lb0'0 OZZ'0 090'0 080'0 8TO'T L30'0 LTZ'0 890'0 6L0'0 L66'0 Lb0'0 STZ'0 LSO'O 8L0'0 9L6'0 Lt?0'0 ZTZ'O 990'0 LLO'O £96'0 Lb0'0 60Z'0 £9O'0 9LO'O Z£6'0 Lt,0'0 90Z'0 Z90'0 9LO'0 OT6'0 Lb0'O £OZ'0 OSO'0 bL0'0 888'0 Lb0'0 OOZ'O 8b0'0 £LO'0 L98'0 L'V0'0 L6T'O Lb0'0 ZLO'0 968'0 Lb0'0 b6T'O 91v0'0 ZLO'O £Z8'0 Lb0'0 T6T'0 6b0'0 TLO'0 Z08'0 Lb0'0 88T'O Z1v0'0 OLO'0 08L'0 Lb0'0 b8T'O Tb0'0 690'0 89L'0 Lb0'0 T8T'O 6£0'0 890'0 L£L'0 Lb0'O 8LT'0 8£0'0 L90'0 STL'0 1.950 0.119 0.152 5.482 0.047 MITIGATED LAND USE ANALYSIS RESULTS Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.448465 5 year 0.54844 10 year 0.613345 25 year 0.694602 50 year 0.754884 100 year 0.815139 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.204868 5 year 0.260533 10 year 0.3017 25 year 0.358719 50 year 0.404949 100 year 0.454513 Yearly Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1950 0.455 0.237 1951 0.732 0.228 1952 0.466 0.247 1953 0.397 0.181 1954 0.357 0.188 1955 0.426 0.185 1956 0.454 0.251 1957 0.438 0.210 1958 0.495 0.244 1959 0.450 0.200 1960 0.346 0.180 1961 0.429 0.242 1962 0.393 0.182 1963 0.389 0.168 1964 0.371 0.160 1965 0.441 0.197 1966 0.393 0.171 1967 0.389 0.175 1968 0.585 0.233 1969 0.662 0.209 1970 0.354 0.199 1971 0.389 0.192 1972 0.379 0.192 1973 0.567 0.261 1974 0.355 0.188 1975 0. 0,166 1976 0.511 511 0.239239 1977 0.352 0.177 1978 0.455 0.175 1979 0.590 0.241 1980 0.583 0.191 1981 0.479 0.228 1982 0.535 0.215 1983 0.728 0.262 1984 0.540 0.239 1985 0.405 0.168 1986 0.386 0.210 1987 0.469 0.269 1988 0.674 0.259 1989 0.325 0.179 1990 0.407 0.155 1991 0.742 0.651 1992 0.689 0.504 1993 0.402 0.208 1994 0.279 0.147 1995 0.333 0.153 1996 0.415 0.192 1997 0.510 0.267 1998 0.484 0.255 1999 0.508 0.186 Ranked Yearly Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.7421 0.6511 2 0.7324 0.5040 3 0.7279 0.2692 4 0.6886 0.2665 5 0.6742 0.2617 6 0.6620 0.2610 7 0.5897 0.2593 8 0.5852 0.2547 9 0.5827 0.2506 10 0.5670 0.2469 11 0.5398 0.2444 12 0.5345 0.2417 13 0.5112 0.2409 14 0.5101 0.2391 15 0.5080 0.2389 16 0.4951 0.2373 17 0.4843 0.2331 18 0.4794 0.2283 19 0.4691 0.2282 20 0.4657 0.2151 21 0.4550 0.2104 22 0.4548 0.2104 23 0.4537 0.2090 24 0.4505 0.2085 25 0.4408 0.2004 26 0.4378 0.1992 27 0.4291 0.1969 28 0.4256 0.1924 29 0.4150 0.1923 30 0.4074 0.1920 • 31 0.4048 0.1914 32 0.4022 0.1883 33 0.3972 0.1877 34 0.3929 0.1862 35 0.3928 0.1846 36 0.3892 0.1816 37 0.3890 0.1807 38 0.3889 0.1803 39 0.3889 0.1791 40 0.3861 0.1774 41 0.3794 0.1747 42 0.3710 0.1747 43 0.3575 0.1714 44 0.3548 0.1685 45 0.3542 0.1678 46 0.3518 0.1663 47 0.3459 0.1605 48 0.3333 0.1546 49 0.3246 0.1527 50 0.2785 0.1470 POC #1 The Facility PASSED The Facility PASSED. Flow(CFS) Predev Dev Percentage Pass/Fail 0.2242 1162 66 5 Pass 0.2296 1080 61 5 Pass 0.2350 1002 57 5 Pass 0.2403 911 56 6 Pass 0.2457 851 53 6 Pass 0.2510 778 50 6 Pass 0.2564 725 49 6 Pass 0.2618 680 47 6 Pass 0.2671 630 45 7 Pass 0.2725 583 41 7 Pass 0.2778 555 40 7 Pass 0.2832 503 39 7 Pass 0.2886 466 35 7 Pass 0.2939 431 30 6 Pass 0.2993 410 27 6 Pass 0.3046 390 25 6 Pass 0.3100 359 25 6 Pass 0.3154 326 25 7 Pass 0.3207 307 22 7 Pass 0.3261 286 21 7 Pass 0.3314 259 21 8 Pass 0.3368 238 21 8 Pass 0.3422 217 20 9 Pass 0.3475 205 20 9 Pass 0.3529 192 17 8 Pass 0.3582 183 16 8 Pass 0.3636 174 14 8 Pass 0.3690 164 14 8 Pass is 0.3743 149 12 8 Pass 0.3797 142 12 8 Pass 0.3850 129 11 8 Pass 0.3904 120 11 9 Pass 0.3958 112 11 9 Pass 0.4011 106 11 10 Pass 0.4065 97 11 11 Pass 0.4118 91 10 10 Pass 0.4172 87 10 11 Pass 0.4226 82 8 9 Pass 0.4279 78 7 8 Pass 0.4333 72 7 9 Pass 0.4386 68 7 10 Pass 0.4440 64 7 10 Pass 0.4494 58 6 10 Pass 0.4547 54 6 11 Pass 0.4601 50 6 12 Pass 0.4654 49 6 12 Pass 0.4708 46 6 13 Pass 0.4762 43 5 11 Pass 0.4815 40 5 12 Pass 0.4869 37 5 13 Pass 0.4922 35 5 14 Pass 0.4976 32 5 15 Pass 0.5030 31 4 12 Pass 0.5083 30 4 13 Pass 0.5137 27 4 14 Pass 0.5190 26 4 15 Pass 0.5244 26 4 15 Pass 0.5298 25 4 16 Pass 0.5351 24 4 16 Pass 0.5405 21 4 19 Pass 0.5458 20 4 20 Pass 0.5512 20 3 15 Pass 0.5566 19 3 15 Pass 0.5619 18 3 16 Pass 0.5673 18 2 11 Pass 0.5726 16 2 12 Pass 0.5780 16 2 12 Pass 0.5834 14 2 14 Pass 0.5887 12 2 16 Pass 0.5941 11 2 18 Pass 0.5994 11 2 18 Pass 0.6048 11 1 9 Pass 0.6102 11 1 9 Pass 0.6155 11 1 9 Pass 0.6209 11 1 9 Pass 0.6262 10 1 10 Pass 0.6316 10 1 10 Pass 0.6370 10 1 10 Pass 0.6423 10 1 10 Pass 0.6477 9 0 0 Pass 0.6530 9 0 0 Pass 0.6584 9 0 0 Pass 0.6638 7 0 0 Pass 0.6691 6 0 0 Pass 0.6745 6 0 0 Pass 0.6798 4 0 0 Pass • 0.6852 4 0 0 Pass 0.6906 3 0 0 Pass 0.6959 3 0 0 Pass 0.7013 3 0 0 Pass 0.7066 3 0 0 Pass 0.7120 3 0 0 Pass 0.7174 3 0 0 Pass 0.7227 3 0 0 Pass 0.7281 2 0 0 Pass 0.7334 1 0 0 Pass 0.7388 1 0 0 Pass 0.7442 0 0 0 Pass 0.7495 0 0 0 Pass 0.7549 0 0 0 Pass Water Quality BMP Flow and Volume for POC 1. On-line facility volume: 0.2135 acre-feet On-line facility target flow: 0.2515 cfs. Adjusted for 15 min: 0.2842 cfs. Off-line facility target flow: 0.1448 cfs. Adjusted for 15 min: 0.1636 cfs. Perind and Impind Changes No changes have been made. This program and accompanying documentation is provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by the user. Clear Creek Solutions and the Washington State Department of Ecology disclaims all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions and/or the Washington State Department of Ecology be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions or the Washington State Department of Ecology has been advised of the possibility of such damages. • • rw BE:sziozV-vt ' Y #wi'kt�,,t�q,s'�•f;�? �� q r� —71 miff wry is _ s.: ,.,.�..o.... I tl � V ,wrw•s- as^ €� f Y ¢f 7 [( •WK? Yft4wit+yFS.+W1'i sM,fS ,_. wuzJ w:��,r21 N'N.A� ��R F 77,75 . aeaFbiMY}�1W>il `qm{ t ' _ r75 �nuiw/+Mlf rcYeOiShMYwi: 9tu„n 1 fi.�t1wQ �y_n LYW d T Frrn 10/31/2012 City Of Renton-Sunset LID Pre-Design Harrington Avenue NE Peak Flow Rate Reduction Harrington NE16th Street to NE 12th Steet.East Side Peak Flow Rates(cfs) Events Existing Proposed %Reduction 2-yr 0.3405 0.035 89.7% 5-yr 0.4298 0.0568 86.8% 10-yr 0.4917 0.0759 84.6% 25-yr 0.5732 0.1065 81.4% 50-yr 0.6364 0.1347 78.8% 100-yr 0.7018 0.1683 76.0% Harrington NE16th Street to NE 12th Steet.West Side Peak Flow Rates(cfs) Events Existing Proposed %Reduction 2-yr 0.1424 0.0194 86.4% 5-yr 0.1731 0.0377 78.2% 10-yr 0.1929 0.0561 70.9% 25-yr 0.2177 0.0893 59.0% 50-yr 0.2361 0.1233 47.8% 100-yr 0.2543 0.1674 34.2% Harrington NE12th Street to NE 10th Steet.East Side Peak Flow Rates(cfs) Events Existing Proposed %Reduction 2-yr 0.2459 0.1721 30.0% 5-yr 0.3039 0.2033 33.1% 10-yr 0.3426 0.2246 34.4% 25-yr 0.3922 0.2523 35.7% 50-yr 0.4298 0.2736 36.3% 100-yr 0.4679 0.2954 36.9% Harrington NE12th Street to NE 10th Steet.West Side Peak Flow Rates(cfs) Events Existing Proposed %Reduction 2-yr 0.2231 0.1722 22.8% 5-yr 0.2757 0.2029 26.4% 10-yr 0.3108 0.2235 28.1% 25-yr 0.3558 0.2498 29.8% 50-yr 0.3898 0.2697 30.8% 100-yr 0.4244 0.2898 31.7% Harrington Avenue,SR900 to NE 9th Street Peak Flow Rates(cfs) Events Existing Proposed %Reduction 2-yr 0.2898 0.0414 85.7% 5-yr 0.3522 0.0808 77.1% 10-yr 0.3927 0.1205 69.3% 25-yr 0.4431 0.1923 56.6% 50-yr 0.4804 0.2659 44.7% 100-yr 0.5176 0.3616 30.1% Harrington Avenue NE,NE 9th Street to NE 7th Street Peak Flow Rates(cfs) Events Existing Proposed %Reduction 2-yr 0.4485 0.2049 54.3% 5-yr 0.5484 0.2605 52.5% 10-yr 0.6133 0.3017 50.8% 25-yr 0.6946 0.3587 48.4% 50-yr 0.7549 0.4049 46.4% 100-yr 0.8151 0.4545 44.2% South_Harrington_W W HM_Trial Results.xlsx 1 1� 8 y 1100 0 Qj a .y . � m— -- j w w N HARRINGTON AVE NE Zp' w o w r North LEGEND Key Map Deciduous Street Treep � °"�' *t Parallel Parking Lane 'DR/ Grass lawn Sheet 4 of 4 r BIORETENTION FACILITY PLANTS: September 20, 2013 K Carex stipata Iris douglasiana Carex obnupta Juncus patens Cornus kelseyi Spirea japonica HBB Rudbeckia fulgida LANDSCAPE ARCHITECT(' w { (� m z 1170 Q N � O Uj Z O Z ,z 1141 , i ♦— LU FARMLU HARRINGTON AVE NE � �•� �� Uj m m M # QrA f North LEGEND Key Map ✓15aw�� #J i; mv� �z 77 Deciduous Street Treerf� ° � �A all,. _ .. .. low Parallel Parking Lane ,tip; w: —•�� Grass lawn °' ..�. Sheet 3 of 4 BIORETENTION FACILITY PLANTS: September 20, 2013 Carex stipata Iris douglasiana d � Carex obnupta Juncus patens • ' Cornus kelseyi Spirea japonica HARRISON AVE NE & GLENWOOD AVE NE HBB Rudbeckia fulgida • LANDSCAPE ARCHITECTURE 2803 1318 ,:_ m sr � w w _ w vwi — — — HARRINGTON AVE NE — — — 20' k. Ln m r m � � n MCKNIGHT MIDDLE SCHOOL PLAY FIELD North **Out, LEGEND Key Map '� tit /�}�+.�+�,I°j ',+�:e�w, Cty� '' ,+``..x.. p�+• Deciduous Street Tree , Parallel Parking Lane ► �`` Grass lawn �' # � Sheet 2 of 4 BIORETENTION FACILITY PLANTS: �, September 20, 2013 7 ." Carex stipata Iris douglasiana Carex obnupta Juncus patens AFTER BEFORE Cornus kelseyi Spirea japonica HARRISON AVE NE & 13TH ST HBB Rudbeckia fulgida LANDSCAPE ARCHITECTURE i t)) rIY Y= 'fu,t,. h" � $ . ... 1432 a� 7 1510 Q r vw M cn 1 \ �20' _ _ ® — — — — — — — m r p?, LO W � ( " MCKNIGHT MIDDLE SCHOOL North LEGEND Key Map Deciduous Street Tree � "� y s -� _. . - Parallel Parking Lane t t t Grass lawnk Sheet 1 of 4 BIORETENTION FACILITY PLANTS: ��• �• ''` September 20, 2013 Carex stipata Iris douglasiana Carex obnupta Juncus patens Kim _ • ' a Cornus kelseyi Spirea japonica HARRISON AVE NE & INDEX AVE NE HBB • Rudbeckia fulgida 0 LANDSCAPE ARCHITECTURE Legend g Remove SW Structure w ® Proposed Grate Cover S Proposed SW Structure ---- Remove Pipe Abandon Pipe 4 Proposed Drainage System • Existing SW Structure 1 Existing Drainage Sysem M Proposed Planter Area �� Proposed Bioretention Swale Proposed Sidewalk _r _. Renton Parcels 25 50 100 Feet Iry ti a � - a ILK/ a, s { i 3t � t t. h u 0; ind t� All y ' 1 ac;` t a m , M y !M1 5 ; .. ��� I _ Ak� r I b Figure 2 -A Harrington Avenue NE - Proposed BMPs Sunset Area LID Pre-Design 10-23-2012 CH2MHILL w► Legend Remove SW Structure _ ® Proposed Grate Cover Proposed SW Structure ---- Remove Pipe I Abandon Pipe Proposed Drainage System t t z • Existing SW Structure —►— Existing Drainage Sysem �. Proposed Planter Area Proposed Bioretention Swale ' Proposed Sidewalk '' Renton Parcels J25 50 100 �sa�tilt iiiiiOMMOOMMOMMOMM Feet I�Nir1� e t � 1 � m d , r m a u. x s z i Y r z34 1 I 1 1 I 1 I y ? y I }1 r A i , 7 ,. Figure 2 - B Harrington Avenue NE - Proposed BMPs Sunset Area LID Pre-Design 10-23-2012 ,r. CH2MHILL Legend N F: ® Proposed Grate Cover - -- Proposed SW Structure S —00— Proposed Drainage System Remove SW Structure ---- Remove Pipe Abandon Pipe -.+�.. • Existing SW Structure 1 Existing Drainage Sysem MProposed Planter Area .t - Proposed Bioretention Swale Proposed Sidewalk r � t Renton Parcels . ,w a 25 50 100 Feet Private Rd ' ry Mimi r _ _ , .,, w 1 ; n n� �C N �I pi t 5 s 4 Olk 7q 'of LT_� i i , . �1 r x , '? g J A ti z�. EI Figure 3 a _ 0 St Harrington Avenue NE - Proposed BMPs .,, Sunset Area LID Pre-Design 10-24-2012 CH2MHILL N ,,.• .' 1` t r Legend . 0 ��� ® Proposed Grate Cover w�e Proposed SW Structure s 40(% 00�0 } Proposed Drainage System V1 Remove SW Structure '` 00 --- Remove Pipe Abandon Pipe • 00< Existing SW Structure A^ i.� 1 Existing Drainage Sysem ' OEM m r - Proposed Planter Area - Proposed Bioretention Swale - Proposed Sidewalk Renton Parcels 25 50 10F t Feet ." �V ti s r t III e _ w Y _ �1. , Z _. It f e • 3 d� ap •r a r y Figure 4 ` Harrington Avenue NE - Proposed BMPs d Idry� Sunset Area LID Pre-Design 10-23-2012 CH2MHILL Legend th St Z Proposed Grate Cover Proposed SW Structure s 4 ;, �— Proposed Drainage System Remove SW Structure ---- Remove Pipe i �—Abandon Pipe ® Existing SW Structure 10 — Existing Drainage Sysem Proposed Planter Area qw - Proposed Bioretention Swale == r Proposed Sidewalk � ► Ilk t Renton Parcels x 25 50 100 ,s Feet i W a-J {'y U ,t t / NE8thPI 1,. O CM h' CIO Jb LA IF _ . r - z, e rr P =aF s . g _ ,. u . Ti NE 8th St 4 fo! 1 ;a H w yy I 1 r 1 ! Figure 5-A i Harrington Avenue NE - Proposed BMPs i Sunset Area LID Pre-Design 10-23-2012 1 w► CF42MHILL Legend N ® Proposed Grate Cover w�e Proposed SW Structure s — Proposed Drainage System Remove SW Structure LU --- Remove Pipe ` ---� ; soak 4.+ Abandon Pipe tr Existing SW Structure X —00— Existing Drainage Sysem � 70 t - 4 Proposed Planter Area - Proposed Bioretention Swale i w Proposed Sidewalk - 911 IF Renton Parcels r� 25 50 10Feet NE 8th (-1 RiiiiiiWOMMMMOMM" ., - � z r fat' IF w «� Z ----� Q - �. ,> C ► 4 � Of _. CO Now b t x r- " At ."�"i a r , 4 Alk iLn IF IF x; I NE 8th St � n p IF *.e � � s s r. .s':�. S•yips • u v Y 7 th t a Figure 5-B Harrington Avenue NE - Proposed BMPs Sunset Area LID Pre-Design 10-23-2012 CH2MHILL ' CH2MHILL DRAFT TECHNICAL MEMORANDUM Green Connections - Harrington Ave NE (NE 16th Street ' to N E 10th Street) Stormwater Basis of Design ' PREPARED FOR: Hebe Bernardo, P.E., City of Renton Ron Straka, P.E., City of Renton ' COPY TO: Dustin Atchison, P.E., CH21VI HILL ' PREPARED BY: Raymond Chung, P.E., CH21VI HILL ' DATE: June 28, 2013 PROJECT NUMBER: 469718 ' Introduction The City of Renton completed and adopted the Sunset Area Community Planned Action NEPA/SEPA ' Environmental Impact Statement Draft(City of Renton, 2010a) in 2010,which included the adoption of the Sunset Area Surface Water Master Plan (City of Renton, 2011). The Sunset Area Surface Water Master Plan identifies areas where green connection improvements could be made at locations that fit ' with existing and planned future land use in the area and the construction of a regional stormwater facility.These improvements will retrofit existing storm systems in the area to reduce the quantity and improve the quality of stormwater runoff from the existing and future land use within the Sunset Community Plan Area, which discharges to Johns Creek and Lake Washington. While providing en ancecl ' treatment per Ecology standards, the proposed practices also provide significant reduction of fec coliform,typical average reductions of up to 90 percent (Rusciano, 2007),which is a significant C.. contributor to water quality issues at Johns Creek and Coulon Park on Lake Washington. One of the green connection street stormwater improvements as identified in the Sunset Area Surface Water Master Plan, consists of constructing bioretention swales (AKA rain gardens) and pervious ' cement concrete sidewalks primarily along Harrington Avenue NE (between NE 161h Street to NE 10th Street).The project funding is primarily from the Washington State Department of Ecology Water Quality Grant. The grant requires the project to retrofit water quality best management practices ' (BMPs)to existing roadway to the extent feasible such that the downstream water quality will be improved.This technical memorandum presents the stormwater design criteria and modeling for the project. Existing Conditions ' The project site is located in the Sunset Area in the City of Renton and consists of mixed single-family and multifamily residential and commercial neighborhoods with adjacent schools and public lands. The terrain is relatively flat,with less than 2 percent slope toward the south.The project areas drain to Johns ' Creek and Lake Washington. ' WBG022513024141SEA/HARRINGTON STORMWATER DESIGN MEMORANDUM_20130627-RV 1 1 STORMWATER BASIS OF DESIGN Harrington Avenue NE is a north-south local access street. The existing drainage system within the ' project limits comprises curb and gutter, asphalt swale, catch basins, and storm drains. The topography slopes gently from north to south along the crowned existing roadway. Storm drains along Harrington Avenue NE were largely installed incrementally as frontage improvements from developments, and they are sporadic along this corridor. The street stormwater runoff in Harrington Avenue north of NE 12th ' Street drains via a shallow storm drain along the west curbline or via surface flow along the east curbline to a storm drain trunk in NE 12th Street. The runoff from NE 12th Street to Sunset Boulevard (SR900) drains to storm drains that discharge to a storm drain trunk in Sunset Boulevard. Both storm drain trunks—NE 12th Street and Sunset Boulevard—combine at Edmonds Avenue NE. ' NE 16th Street to NE 12th Street The east side of the street is primarily single-story, multifamily residential homes with an informal ' asphalt shoulder that functions as the sidewalk and periodic driveways. McKnight Middle School is located on the west side of the street with an existing 6-foot-wide sidewalk and existing street trees (approximately 10 years old). Off-site area from the east up to the Kirkland Avenue NE drains toward the ' project area.Additionally, King County Metro Route 105 travels on the west side (southbound) of the street. In general,the topography and character of this segment is more suitable for open, sloped bioretention facilities. An existing shallow storm drain system is on the east side. ' NE 12th Street to NE loth Street Single-and multifamily homes are located on both sides of the street. An apartment building is at the ' east side and south end of the segment.Two existing newer sidewalks were installed along the west and east sides immediately in front of the apartment.A storm drain system is installed outside the apartment on the east side of the street. This segment consists of more frequent and compact driveway ' locations and might be more suitable for a more compact (e.g.vertical side slopes) bioretention design that can fit within the existing space constraints and frontage improvements. Other emergent technology BMPs could be an alternative. , Existing Utilities There are several existing utilities along the Harrington Avenue Corridor. They are the ' • Sanitary sewer by the City of Renton • Water by the City of Renton, ' • Natural gas by Puget Sound Energy(PSE), • Overhead Power by PSE, ' • Telecommunications by CenturyLink and Comcast. Stormwater Design Criteria Federal Federal stormwater regulations are contained in the Clean Water Act and typically are promulgated ' through local stormwater requirements. State ' Since the Project's area of disturbance will exceed 1 acre, the City of Renton is required to file a Notice of Intent with the Washington State Department of Ecology(Ecology)for coverage under the National Pollutant Discharge Elimination System (NPDES) program's General Permit for Stormwater Discharges ' WBG02 2 51302 4141SEA/HARRINGTON STORMWATER DESIGN MEMORANDUM_2013 06 2 7-RV 2 ' STORMWATER BASIS OF DESIGN ' Associated with Construction Activities. These filings would like) require the Project to provide erosion g Y q 1 control measures consistent with Ecology's Stormwater Management Manual for Western Washington (2005). The City will be the applicant for all Project permits and CH2M HILL will provide the necessary support documentation. `1 0C) A W C"6 City 015nNOJk0✓ The City of Renton adopted the King County Surface Water Design Manual(KCSWDM) (King County, 2009) with City amendments (City of Renton, 2010b) for the design, construction, and maintenance of stormwater management systems and facilities. Permanent stormwater features must meet the manual's design standards or be equivalent. ' The northern part of the project is located within the Aquifer Protection Area Zone 2. City of Renton Municipal Code (RMC)4-3-050, Critical Areas Regulations, addresses the requirement for development within or adjacent to the aquifer protection areas or any other critical area. ' The KCSWDM contains eight core requirements and five special requirements that apply to stormwater design. The following lists each requirement and a discussion of how it will be addressed for this Project. Core Requirement 1: Discharge at Natural Locations The runoff from the Project drains to Johns Creek,which is part of the Lake Washington Basin.The Project's stormwater will be discharged to the existing discharge locations.The stormwater runoff north ' of NE 12th Street drains to the existing system at NE 12th Street. The stormwater south of NE 121h Street, but north of NE 10th Street, will drain to the existing system at NE 10th Street. Core Requirement 2: Offsite Analysis ' An offsite analysis is to assess the potential offsite drainage and water quantity and quality impacts associated with the Project and propose mitigation of those impacts. The assessment includes a Level 1 (qualitative) downstream analysis, as described in Section 1.2.2.1 of the KCSWDM. Information from j ' others for previous projects in the vicinity will be used, if available and appropriate. The downstream drainage system is the existing storm drain along Sunset Boulevard. The system continues more than a ' quarter mile and no drain problems were reported.The project will reduce the impervious surface areas and reduce the stormwater runoff peak flow rate.Therefore no negative impacts are anticipated. Core Requirement 3: Flow Control ' The Project is categorized as a redevelopment project.Johns Creek discharges to Lake Washington at Gene Coulon Park. Because of the proximity to Lake Washington, the stream's water elevation is ' controlled by the lake; therefore, it is considered to be a major receiving water body per the City of Renton's stormwater manual amendments. As a result, redevelopment projects within the Johns Creek Basin are required to provide flow control mitigation to match peak flows under existing conditions for ' the 2-year, 10-year, and up to the 100-year storm events. The proposed improvement will not add more than 2,000 square feet of new and replaced impervious surface; therefore,the Project is exempt from the KCSWDM Core Requirement 3. ' As part of the Sunset Area Surface Water Master Plan (CH2M HILL, 2011), development or redevelopment projects within the Johns Creek Basin may require flow control if the project demonstrate a net effective impervious area and post-2011 projects for the entire Sunset area are less ' than or equal to the current (2011) existing conditions. WBG02 2 51302 4141SEA/HARRINGTON STORMWATER DESIGN MEMORANDUM-2 013 06 2 7-RV 3 STORMWATER BASIS OF DESIGN ' Core Requirement 4: Conveyance System The proposed roadway improvement includes concrete curbs and gutters. Stormwater conveyance facilities on the Project will consist primarily of catch basins and storm drains. New and existing storm drains will be analyzed using uniform flow methods according to methods in KCSWDM Section 4.2.1.2. Existing Storm Drains As described in KCSWDM Section 1.2.4.2, remaining existing storm drains will be analyzed for the 10- year peak design flow. System-wide pipe inspections will not be conducted. p 1 ,A Proposed Storm Drains ^U�t Ck ko,��km All new conveyance systems will be designed fora 25-year storm event' Uniform flow will be used to initially size pipes for capacity. Final pipe sizes will be determined from simple backwater analysis, with the following assumptions: , • Pipe material: Smooth wall pipe (concrete, corrugated polyethylene pipe [CPEP], or ductile iron pipe) with manning's n =0.014 (uniform) ' • Minimum pipe diameter: 12 inches. May use 10-inch pipe to avoid utilities conflicts • Minimum cover: 2 feet (from top of pavement to top of pipe); if less cover is needed, use ductile iron pipe class 50 ' • Minimum velocity: 3 feet per second (fps) • Match crowns at junctions with changes in pipe diameter where possible ' Typical inlet spacing will be at the end of a block.The inlet capacity may be analyzed using the HEC 22 by the Federal Highway Administration (FHWA) or the Hydraulic Manual by the Washington State ' Department of Transportation (WSDOT). Core Requirement 5: Erosion and Sediment Control 0 Appropriate erosion and sediment control (ESC) measures will be incorporated into the Project contract ' plans (KCSWDM Section 1.2.5 and Appendix D). Primary sediment control measures are expected to be temporary ground covers, catch basin filters, silt fence, rock weirs, and sediment traps at the proposed ' �/► stormwater facilities. Due to limited right-of-way, flexible compliance in meeting the intent of ESC requirements is allowed for road projects. The Project will follow the requirements as listed in the NPDES General Construction Permit. A stormwater pollution prevention plan (SWPPP) will be prepared by the Contractor following the t J 12 elements as listed in the KCSWDM, and the SWPPP will be updated as site conditions change. Core Requirement 6: Maintenance and Operations i ` l ) Since the project improves a public road and within the right-of-way, it is expected the City of Renton t will continue maintenance and operational responsibility for the drainage facilities. Core Requirement 7: Financial Guarantees and Liabilities ' Since the Project is a City public works project, this core requirement does not apply. ' WBG022513024141SEA/HARRINGTON STORMWATER DESIGN MEMORANDUM_20130627-RV 4 ' STORMWATER BASIS OF DESIGN ' Core Requirement 8:Water Quality ' Per the KCSWDM, projects adding more than 5,000 square feet of new pollution-generating impervious L� r surfaces (PGIS) will provide water quality treatment. For a roadway project with expected 2,000 or more vehicles of annual daily traffic, enhanced basic treatment is required for the new PGIS and new 1(e. pollution-generating pervious surfaces (PGPS)that are not fully dispersed. No new PGIS will be added to the project.The bioretention swales to be installed will retrofit in the existing roadway to provide treatment to the existing roadway P S. ok q ' Proposed Developments The proposed retrofit improvements include bioretention swales, planter strip, and pervious cement ' concrete sidewalk, curb and gutter, storm drains, driveways, and pedestrian ramps. A new stormwater conveyance system is proposed to convey the stormwater runoff and the main trunk line is proposed at the east curbside,with laterals crossing the road from the west.The stormwater runoff will be collected by curb cuts into bioretention swale and catch basins. The project will include ten bioretention swales to provide water quality treatment. Proposed Water Quality Treatment Facility Bioretention Swale Bioretention swales are open swales with a wide bottom and are planted with native vegetation. Each swale is composed of two parts,the pre-settling cell and the treatment cell. The pre-settling cell will be approximately 30%of the swale length.The pre-settling is intended to remove larger debris and disperse the concen rate stormwater runoff from the roadway.This pre-settling cell is not included in ' the calculation of the required area to meet the water quality treatment goals. The rest of the swale (treatment cell) provides treatment as water flows through the bioretention soil mix. j {� An overflow structure will be installed to provide overflow when the water depth exceeds th���c � . __ . _ _p _ ..--. - _ r KN v Cam► gn pon ing ep .The overfTow water and water drains through the bioretention `will be conveyed to a new storm drain system. In extreme storm events or if the overflow ructure becomes (5 ' clogged, the water can overflow back to Harrington Avenue NECto _ary erflow path (with curb �lan 61 9 nin 1 The bioretention s�erale overall with vari"es betweenfeet'(fromace of curb to front of sidewalk).The swale has a side slope of 3H:1V. The bottom - etween 4 feet to 5 feet. The soils within the swale are replaced with 18-inch-thick bioretention soil,which has higher porosity and In -k ' organic content, higher water retention, and increased permeability to enhance the available storage `F and infiltration occurring within the swale. The void ratio within t soi fis approximate 30,percent with a design infiltration rate of 5 inches per hour. 5q LS " ' Eighteen (18) inches of drain rock with 6-inch underdrains (6 inche from the bottom) will be installed at / the bottom of bioretention swales.The underdrains are i_nte d"t protect the roadway pavement from the infiltrated storm runo or orifice will be inst Iled at the end of the underdrain _ _ _�—F. (insi e a c�afcR-Uasm)'to control the release rate to the storm drain system and water infiltration volume into the native soil. The drain rock and underdrain provides drainage to the swale, and the ponded ' water should be drained within 24 hours after a storm event. why I`P, v -�D s`z tf\�L -1�` ` ,, WBG022513024141SEA/HARRINGTON STORMWATER DESIGN MEMORANDUM-20130627-RV 5 STORMWATER BASIS OF DESIGN ' Hydrological Modeling ' Ten Western Washington Hydrological Models (WWHM Version 4)were performed to evaluate the ' treatment volume and peak flow rate reduction. Each model includes the calcula ributary area within right-of-way to the proposed bioretention swale.The total capture area i 2.78 cres with approximately 1.6 acres of pollutant generating impervious surfaces. The swale dimension will be per plan and the length of the swale is reduced by 30%to count for a pre- settling area.The side slopes are 3H:1V.The underdrain is included with an orifice.The orifice is set at 6 inches from the bottom of the drain rock layer and will be adjusted to control peak flow rate reduction ' and infiltrate a goal of minimum of 91 percent of the runoff volume through the bioretention soil. Adding the underdrain with orifice control results in a slight increase in the release rate of runoff during the smaller storms compare to without an underdrain, but maintains available storage to provide peak- , flow reduction for the larger storm events. The bioretention soil thickness is 18 inches and amended soil provides 5 inches per hour filtration rate. , Another 18-inch layer of drain rock is underneath the bioretention soil. Ac_ cordi o a ni al exploration,the Ion - �m design infiltration rate for the roieC ' inches per hnur except the segment of Harrington Avenue NE between NE 1?-th_to NE-10th-Streets ' where infiltration is not c no not feasi According to the model results, the peak flow rate reduction is approximately from 15 to 50 percent for the 2-year storm event, and slight reduction to some increases for the 100-year storm event.The flow reduction reported is equal to the lowest reduction from the 2-year to the 100-year recurrence interval storm events as reported by WWHM (Ecology, 2012).All of the tributary areas are treated to the water quality standard of infiltrating 91 percent of the runoff volume through the bioretention soil. The WWHM model input and output can be found in Attachment A. TABLE 1 ' Bioretention Swale Input and Treatment Capacity Bioretention Swale Bottom Dimension(Feet) Tributary Area Treated Volume ' Bioretention Swale ID Width Total Length' Treatment Cell Length (AC) N Swale E1,103+00 LT 5 17.5 13.5 0.15 95 Swale E2,105+00 LT 5 43 30 0.17 99 ' Swale E3, 111+00 LT 5 33 23 0.41 92 Swale E4,113+00 LT 5 31 22 0.16 99 ' Swale E5,116+40 LT 5 17 13 0.13 98 Swale E6,119+00 LT 5 35.8 25 0.18 99 ' Swale E7,123+00 LT 6.8 41 29 0.28 99 Swale W8,105+00 RT 4 29 20 0.32 93 ' Swale W9,111+00 RT 4 42 29.4 0.40 98 Swale W10, 123+00 RT 4 48 34 0.58 91 , Total 2.78 Treatment Cell Length+Presettling Cell Length=Total Length WBG022513024141SEA/HARRINGTON STORMWATER DESIGN MEMORANDUM_20130627-RV 6 , STORMWATER BASIS OF DESIGN ' Proposed Pervious Concrete Sidewalk ' Pervious concrete sidewalk consists of an open-graded mix to allow an opening in the concrete structure so that water can percolate into a subsurface gravel layer and infiltrate into the underlying native soils. Pervious concrete sidewalk will be incorporated into the project for most of the new sidewalk. Traditional cement concrete sidewalk will be used at driveways and on the eastside of the Harrington Avenue NE. ' Proposed Conveyance System The conveyance systems proposed are primarily catch basins and storm drains.Two new storm drain systems are proposed on the west side.The first system starts from south of NE 16th Street to NE 12th Street and connects to an existing system at NE 12th Street.The second system starts from south of NE 12th Street to NE 10th Street and connects to an existing system at NE 10th Street. Both systems will be ' 12 inch diameter in size with approximately 4 feet of cover.The existing storm drains on the east side of Harrington are very shallow with typically 2 feet or less of cover.This existing storm drain will be in conflict with the or000sed bioretention swale.Therefore,this system will jgenerally be removed or abandoned. New lateral crossings are proposed to convey water from the west side of the Harrington .-AV—eto the main trunk line in the east side of the street. _WcLU1D-& Tv\J V,&R)-RT TTAbvtAf,\-\ w/ot 6�:IxifA B 1-0 � 1 w t W� V�f . C)NU CAP'Lle, VV-AA' TAL ' WBG022513024141SEA/HARRINGTON STORMWATER DESIGN MEMORANDUM_20130627-RV 7 STORMWATER BASIS OF DESIGN , References ' CH21VI HILL. 2012.Sunset Stormwater Retrofit Low-Impact Development Project Geotechnica/Data and ' Recommendations Report. Prepared for the City of Renton, Washington. August. City of Renton. 2010a. Draft Sunset Area Community Planned Action NEPA/SEPA Environmental Impact Statement. Prepared for City of Renton and Renton Housing Authority. Available at: , http://rentonwa.gov/uploadedFiles/Business/CED/planning/2010/"Voll SunsetArea- PA DraftEIS.pdf. City of Renton Community and Economic Development, Renton, Washington. December. ' City of Renton. 2010b.Amendments to King County Surface Water Design Manual. Available at: http://rentonwa.gov/uploadedFiles/Government/PW/UTILITIES/Surface Water/City%20Amend ments%20to%20the%20King%20County%20Surface%20Water%20Design%20Manual.pdf. City of Renton, Public Works Department, Surface Water Utility, City of Renton, Washington. February. , City of Renton. 2011.Sunset Area Surface Water Master Plan. City of Renton, Community and Economic Development Department and Public Works-Surface Water Utility Department, Renton, Washington. April. , Ecology. 2005.Stormwater Management Manual for Western Washington. Available at: http://www.ecy.wa.gov/programs/wq/stormwater/manual.html. Washington Department of Ecology, Olympia,Washington. April. ' Ecology. 2012. Western Washington Hydrology Model. Version 4.0. http://www.ecy.wa.gov/programs/wq/stormwater/wwhmtraining/wwhm/wwhm v4/index.htm ' I. Washington Department of Ecology, Olympia,Washington. King County. 2009. King County, Washington,Surface Water Design Manual. Available at: http://your.kingcounty.gov/dnrp/library/water-and-land/stormwater/surface-water-design- manual/SWDM-2009.pdf. King County Department of Natural Resources and Parks, Seattle, Washington.January 9. Rusciano, G. M., &Obropta, C. C. (January 01, 2007). Bioretention Column Study:Fecal Coliform and Total Suspended Solids Reductions. Transactions of the Asabe, 50,4, 1261-1269. WBG022513024141SEA/HARRINGTON STORMWATER DESIGN MEMORANDUM_20130627-RV 8 ' ' Attachment A WWHM Model Output In- HM4 RTN_51N _EAST 103+00_AC AL 'de Edit View Zoom Help a_____ [h � � � _ W MR ■ 10 0 Ali ■ 7&- Schematic N . Bio Swale 1 Mitigated SCENARIOS Facility Name 16io Swale 1 t Outlet 1 Outlet 2 Outlet 3 Predeveloped Downstream Connection 0 0 U Q fvlitigiated Facility Type Bioretention Swale F Use simple swale Default Swale Run Scenario Underdrain Used Underdrain Diameter (ft) 0.5 -:,�Offset(in Basic Elements Swale Bottom Elevation (ft) 0 Orifice Diameter (in) POWWR q wpm--" Swale Dimensions Flow Through Underdrain(acft) 8.962 kPnowd WWI Swale Length(ft) 13.50D Total Outflow(ac-ft) 15.933 ■ Swale Bottom Width(ft) 5.U00 Percent Through Underdrain 56.25 IF Freeboard(ft) 0.250 Facility Dimension Diagram Q�L . Over-road Flooding(ft) D.Di�p Effective Total Depth(ft) 3.75 Riser Outlet Structure Bottom slope of Swale(ft/ft) 0.000 Outlet Structure Data Pro Elements Top and Bottom side slope(ft/ft) 0.010 Riser Height Above Swale surface M 0.5 Riser Diameter(in) 12 ` Elow Left Side Slope(H fv) 3.000 2 Right Side Slope(H/V) 3.O Riser Type Flat -� Material Layers for Swale Notch Type LID Toolbox Layer 1 Layer 2 Layer 3 Depth(ft) 0q 1,50q 0.p00 Soil Layer 1 Amended 5 in/hr Soil Layer 2 1GRAVEL J Orifice Diameter Height Soil Layer 3 1GRAVEL ,, Number (in) (ft) Commercial Toolbox 0 Fa ` Edit Soi 1 l Types -� KSat Safety Factor 3 Fo-- -i. F'p--i� • None 2 4 Show Swale Table Open Table { lvlove Elements r Swale Volume at Riser Head(ac-ft) .006 Native Infiltration YES Total Volume Infiltrated(ac-ft) 6.542 Measured Infiltration Rate(in jhr) 1-2 -: Total Volume Through Riser(ac-ft) 9.391 Reduction Factor(infilt"factor) F -i: Total Volume Through Facility(ac-ft) 15.933 Save xy Load xy Use Wetted Surface Area(sidewa.11s) NO Percent Infiltrated 41.06 30 1LI 6/2pj201 i U . .P:1 • :05 AM ai 6/20/2013 ' WWHM4 PROJECT REPORT Project Name: RTN_SW6_EAST_103+00_ACTUAL Site Name: Harrington Ave ' Site Address: City : Renton Report Date: 6/20/2013 Gage : Seatac Data Start : 1948/10/01 Data End : 1998/09/30 Precip Scale: 1 .00 ' Version : 2013/04/29 ' Low Flow Threshold for POC 1 : 50 Percent of the 2 Year High Flow Threshold for POC 1: 50 year PREDEVELOPED LAND USE ' Name : Basin 1 Bypass: No ' Groundwater: No Pervious Land Use Acres ' A B, Lawn, Mod .0304 Pervious Total 0.0304 Impervious Land Use Acres ROADS FLAT 0.1216 Impervious Total 0.1216 Basin Total 0.152 Element Flows To: Surface Interflow Groundwater ' MITIGATED LAND USE Name : Bio Swale 1 Bottom Length: 13.50 ft. Bottom Width: 5.00 ft. ' Material thickness of first layer: 1.5 Material type for first layer: Amended 5 in/hr Material thickness of second layer: 1.5 , Material type for second layer: GRAVEL Material thickness of third layer: 0 , Material type for third layer: GRAVEL Infiltration On Infiltration rate: 1 .2 Infiltration safety factor: 1 ' Underdrain used Underdrain Diameter (ft) : 0. 5 Orifice Diameter (in) : 1 , Offset (in) : 6 Flow Through Underdrain (ac-ft) : 8. 962 Total Outflow (ac-ft) : 15.933 Percent Through Underdrain: 56.25 ' Discharge Structure Riser Height: 0.5 ft. Riser Diameter: 12 in. ' Element Flows To: Outlet 1 Outlet 2 Bio Swale 1 Hydraulic Table , Stage(ft) Area(ac) Volume(ac-ft) Discharge(c£s) Infilt(cfs) 1.0000 0.0072 0.0000 0.0000 0.0000 , 1 .0412 0.0071 0.0000 0.0000 0.0000 1.0824 0.0070 0.0001 0.0000 0.0000 1.1236 0.0069 0.0001 0.0000 0.0000 1 .1648 0.0069 0.0001 0.0000 0.0000 , 1.2060 0.0068 0.0002 0.0000 0.0000 1.2473 0.0067 0.0002 0.0000 0.0000 1.2885 0.0066 0.0002 0.0000 0.0000 ' 1.3297 0.0066 0.0003 0.0000 0.0000 1 .3709 0.0065 0.0003 0.0000 0.0001 1 .4121 0.0064 0.0003 0.0000 0.0001 1.4533 0.0063 0.0004 0.0000 0.0001 ' 1.4945 0.0062 0.0004 0.0000 0.0001 1.5357 0.0062 0.0005 0.0000 0.0001 1.5769 0.0061 0.0005 0.0000 0.0002 , 1.6181 0.0060 0.0006 0.0000 0.0002 1.6593 0.0059 0.0006 0.0000 0.0002 1.7005 0.0059 0.0006 0.0000 0.0003 1.7418 0.0058 0.0007 0.0000 0.0003 ' 1.7830 0.0057 0.0007 0.0000 0.0003 1.8242 0.0056 0.0008 0.0000 0.0004 1.8654 0.0056 0.0009 0.0000 0.0004 1 . 9066 0.0055 0.0009 0.0000 0.0005 , 1.9478 0.0054 0.0010 0.0000 0.0005 1.9890 0.0053 0.0010 0.0000 0.0006 2.0302 0.0052 0.0011 0.0000 0.0006 ' 2.0714 0.0052 0.0011 0.0000 0.0007 2.1126 0.0051 0.0012 0.0005 0.0003 2.1538 0.0050 0.0013 0.0005 0.0003 2.1951 0.0049 0.0013 0.0006 0.0004 , ' 2.2363 0.0049 0.0014 0.0007 0.0004 2.2775 0.0048 0.0015 0.0008 0.0005 2.3187 0.0047 0.0015 0.0009 0.0006 2.3599 0.0046 0.0016 0.0010 0.0007 2.4011 0.0045 0.0017 0.0012 0.0008 2.4423 0.0145 0.0118 0.0111 0.0008 2.4835 0.0044 0.0018 0.0015 0.0009 2.5247 0.0043 0.0019 0.0016 0.0011 2.5659 0.0042 0.0020 0.0018 0.0012 ' 2.6071 0.0042 0.0021 0.0024 0.0009 2.6484 0.0041 0.0021 0.0025 0.0010 2.6896 0.0040 0.0022 0.0027 0.0011 ' 2.7308 0.0031 0.0023 0.0030 0.0012 2.7720 0.0039 0.0024 0.0033 0.0013 2.8132 0.0038 0.0025 0.0036 0.0014 2.8544 0.0037 0.0025 0.0041 0.0013 ' 2.8956 0.0036 0.0026 0.0043 0.0013 2.9368 0.0035 0.0027 0.0046 0.0014 2.9780 0.0035 0.0028 0.0050 0.0015 3.0192 0.0034 0.0021 0.0056 0.0014 ' 3.0604 0.0033 0.0030 0.0058 0.0015 3.1016 0.0032 0.0031 0.0063 0.0015 3.1429 0.0032 0.0032 0.0065 0.0015 ' 3.1841 0.0031 0.0033 0.0065 0.0015 3.2253 0.0030 0.0034 0.0065 0.0015 3.2665 0.0029 0.0035 0.0065 0.0015 3.3077 0.0029 0.0036 0.0065 0.0015 ' 3.3489 0.0028 0.0037 0.0065 0.0015 3.3901 0.0027 0.0038 0.0065 0.0015 3.4313 0.0026 0.0039 0.0065 0.0015 ' 3.4725 0.0025 0.0041 0.0065 0.0015 3.5137 0.0025 0.0041 0.0065 0.0015 3.5549 0.0024 0.0042 0.0065 0.0015 3.5962 0.0023 0.0043 0.0065 0.0015 3.6374 0.0022 0.0044 0.0065 0.0015 3.6786 0.0022 0.0045 0.0065 0.0015 3.7198 0.0021 0.0046 0.0065 0.0015 3.7610 0.0020 0.0048 0.0115 0.0015 ' 3.8022 0.0019 0.0049 0.0065 0.0015 3.8434 0.0019 0.0050 0.0065 0.0015 3.8846 0.0018 0.0051 0.0065 0.0015 ' 3.9258 0.0017 0.0052 0.0065 0.0015 3.9670 0.0016 0.0053 0.0065 0.0015 4.0000 0.0015 0.0054 0.0065 0.0015 ' Surface Bio Swale 1 Hydraulic Table Stage(ft) Area(ac) Volume(ac-ft) Discharge(cfs) To Amended(cfs) Wetted Surface 3.0000 0.0072 0.0054 0.0000 0.0082 0.0019 ' 3.0412 0.0072 0.0057 0.0011 0.0082 0.0011 3.0824 0.0073 0.0060 0.0000 0.0084 0.0019 3.1236 0.0074 0.0063 0.0000 0.0087 0.0019 3.1648 0.0075 0.0066 0.0000 0.0089 0.0019 ' 3.2060 0.0075 0.0070 0.0000 0.0091 0.0019 3.2473 0.0076 0.0073 0.0000 0.0093 0.0019 3.2885 0.0077 0.0076 0.0000 0.0095 0.0019 3.3217 0.0078 0.0079 0.0011 0.0198 0.0019 ' 3.3709 0.0079 0.0082 0.0000 0.0100 0.0019 1 3.4121 0.0079 0.0085 0.0000 0.0102 0.0019 , 3.4533 0.0080 0.0089 0.0000 0.0104 0.0019 3.4945 0.0081 0.0092 0.0000 0.0106 0.0019 ' 3.5357 0.0082 0.0095 0.0657 0.0109 0.0019 3.5769 0.0082 0.0099 0.2078 0.0111 0.0019 3.6181 0.0083 0.0102 0.3954 0.0113 0.0019 , 3.6593 0.0084 0.0106 0.6194 0.0115 0.0019 3.7005 0.0085 0.0109 0.8747 0.0117 0.0019 3.7418 0.0086 0.0113 1.1577 0.0120 0.0019 3.7500 0.0086 0.0113 1.4659 0.0120 0.0000 ' Name Surface Bio Swale 1 Element Flows To: ' Outlet 1 Outlet 2 Bio Swale 1 , Name : Basin 1 ' Bypass: No GroundWater: No , Pervious Land Use Acres A B, Lawn, Mod .0304 Pervious Total 0.0304 , Impervious Land Use Acres ROADS FLAT 0.1216 ' Impervious Total 0.1216 Basin Total 0.152 ' Element Flows To: Surface Interflow Groundwater , Surface Bio Swale 1 Surface Bio Swale 1 ANALYSIS RESULTS , Predeveloped Landuse Totals for POC #1 ' Total Pervious Area:0.0304 Total Impervious Area:0.1216 ' Mitigated Landuse Totals for POC #1 Total Pervious Area:0.0304 ' Total Impervious Area:0.1216 ' Flow Frequency Return Periods for Predeveloped: POC #1 Return Period Flow(cfs) 2 year 0.066293 5 year 0.080866 ' 10 year 0.090309 25 year 0.102114 50 year 0.11086 100 year 0.119594 ' Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) ' 2 year 0.036208 5 year 0.06035 10 year 0.078372 25 year 0.103112 50 year 0.122817 100 year 0.143513 Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.067 0.058 1950 0. 104 0.048 1951 0.068 0.059 1952 0.059 0.015 1953 0.053 0.031 ' 1954 0.063 0.015 1955 0.067 0.055 1956 0.065 0.057 ' 1957 0.073 0.065 1958 0.067 0.039 1959 0.051 0.040 1960 0.064 0.057 ' 1961 0.057 0.030 1962 0.058 0.015 1963 0.055 0.026 ' 1964 0.065 0.016 1965 0.058 0.034 1966 0.058 0.015 1967 0.087 0.068 ' 1968 0.098 0.026 1969 0.053 0.046 1970 0.058 0.037 ' 1971 0.056 0.022 1972 0.082 0.071 1973 0.053 0.031 1974 0.058 0.015 ' 1975 0.076 0.069 1976 0.052 0.022 1977 0.067 0.017 ' 1978 0.087 0.070 1979 0.086 0.015 1980 0.071 0.044 ' 1981 0.079 0.035 1982 0.108 0.100 ' 1983 0.080 0.055 1984 0.060 0.020 1985 0.057 0.045 1986 0.069 0.069 , 1987 0.100 0.073 1988 0.048 0.015 1989 0.060 0.014 ' 1990 0.109 0.104 1991 0.102 0.106 1992 0.060 0.039 1993 0.041 0.030 , 1994 0.049 0.013 1995 0.062 0.036 1996 0.074 0.073 ' 1997 0.071 0.052 1998 0.075 0.030 Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.1093 0.1059 2 0.1079 0.1041 3 0.1037 0.0999 4 0.1019 0.0733 5 0.1000 0.0726 6 0.0982 0.0706 7 0.0875 0.0704 8 0.0868 0.0690 9 0.0864 0.0690 ' 10 0.0818 0.0682 11 0.0801 0.0653 12 0.0793 0.0585 ' 13 0.0758 0.0575 14 0.0753 0.0574 15 0.0737 0.0570 16 0.0734 0.0553 ' 17 0.0711 0.0546 18 0.0708 0.0521 19 0.0695 0.0482 20 0.0675 0.0460 21 0.0675 0.0447 22 0.0674 0.0445 23 0.0673 0.0398 ' 24 0.0668 0.0394 25 0.0652 0.0392 26 0.0649 0.0374 ' 27 0.0636 0.0365 28 0.0630 0.0349 29 0.0616 0.0339 30 0.0604 0.0308 ' 31 0.0600 0.0307 32 0.0597 0.0303 33 0.0589 0.0296 34 0.0583 0.0295 , ' 35 0.0577 0.0263 36 0.0577 0.0259 ' 37 0.0577 0.0225 38 0.0577 0.0215 39 0.0574 0.0198 40 0.0573 0.0170 41 0.0563 0.0162 42 0.0549 0.0145 43 0.0530 0.0145 ' 44 0.0526 0.0145 45 0.0525 0.0145 46 0.0522 0.0145 ' 47 0.0513 0.0145 48 0.0494 0.0145 49 0.0481 0.0140 50 0.0413 0.0132 ' POC #1 The Facility PASSED ' The Facility PASSED. Flow(cfs) Predev Mit Percentage Pass/Fail 0.0331 1166 208 17 Pass 0.0339 1085 200 18 Pass 0.0347 999 195 19 Pass 0.0355 919 186 20 Pass 0.0363 852 181 21 Pass 0.0371 788 174 22 Pass 0.0379 729 166 22 Pass 0.0386 680 161 23 Pass 0.0394 636 156 24 Pass 0.0402 590 146 24 Pass ' 0.0410 562 141 • 25 Pass 0.0418 508 136 26 Pass 0.0426 466 126 27 Pass 0.0434 435 119 27 Pass ' 0.0441 412 114 27 Pass 0.0449 388 104 26 Pass 0.0457 365 100 27 Pass ' 0.0465 329 93 28 Pass 0.0473 312 91 29 Pass 0.0481 290 86 29 Pass 0.0488 269 79 29 Pass t 0.0496 239 76 31 Pass 0.0504 226 72 31 Pass 0.0512 210 67 31 Pass 0.0520 195 62 31 Pass 0.0528 187 57 30 Pass 0.0536 177 55 31 Pass 0.0543 164 52 31 Pass ' 0.0551 151 48 31 Pass 0.0559 140 46 32 Pass 0.0567 135 46 34 Pass ' 0.0575 127 43 33 Pass 0.0583 114 41 35 Pass 0.0591 105 39 37 Pass ' 0.0598 99 36 36 Pass 0.0606 92 35 38 Pass , 0.0614 90 34 37 Pass 0.0622 85 34 40 Pass 0.0630 81 32 39 Pass ' 0.0638 75 31 41 Pass 0.0645 69 30 43 Pass 0.0653 63 28 44 Pass 0.0661 60 26 43 Pass ' 0.0669 55 26 47 Pass 0.0677 51 24 47 Pass 0.0685 47 23 48 Pass 0.0693 46 20 43 Pass ' 0.0700 43 20 46 Pass 0.0708 41 16 39 Pass 0.0716 36 15 41 Pass ' 0.0724 35 15 42 Pass 0.0732 34 13 38 Pass 0.0740 30 12 40 Pass 0.0748 30 12 40 Pass ' 0.0755 28 11 39 Pass 0.0763 26 11 42 Pass 0.0771 26 11 42 Pass ' 0.0779 26 11 42 Pass 0.0787 25 11 44 Pass 0.0795 24 10 41 Pass 0.0802 21 10 47 Pass 0.0810 20 10 50 Pass 0.0818 19 10 52 Pass 0.0826 18 10 55 Pass 0.0834 17 9 52 Pass 0.0842 17 9 52 Pass 0.0850 16 8 50 Pass 0.0857 16 8 50 Pass ' 0.0865 14 8 57 Pass 0.0873 12 8 66 Pass 0.0881 11 8 72 Pass 0.0889 11 8 72 Pass ' 0.0897 11 8 72 Pass 0.0905 10 8 80 Pass 0.0912 10 7 70 Pass 0.0920 10 6 60 Pass 0.0928 10 6 60 Pass 0.0936 10 6 60 Pass 0.0944 10 4 40 Pass ' 0.0952 10 4 40 Pass 0.0959 9 4 44 Pass 0.0967 9 4 44 Pass 0.0975 8 4 50 Pass 0.0983 6 4 66 Pass 0.0991 6 4 66 Pass 0.0999 5 3 60 Pass ' 0. 1007 4 2 50 Pass 0.1014 4 2 50 Pass 0.1022 3 2 66 Pass ' 0.1030 3 2 66 Pass 0.1038 3 2 66 Pass 0.1046 2 1 50 Pass ' 0.1054 2 1 50 Pass 0.1062 2 0 0 Pass 0.1069 2 0 0 Pass 0.1077 2 0 0 Pass 0.1085 1 0 0 Pass 0.1093 1 0 0 Pass 0.1101 0 0 0 Pass ' 0.1109 0 0 0 Pass ' Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0 acre-feet On-line facility target flow: 0 cfs. ' Adjusted for 15 min: 0 cfs. Off-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. ' Perind and Impind Changes No changes have been made. This program and accompanying documentation are provided 'as-is without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright O by : Clear Creek Solutions, Inc. 2005-2013; All Rights Reserved. WWHM4 RTN SWS EAST 105+00 ACTUAL '' pile Edit View Help Summary Report Gi ® ; Q9 2i Iii (ft ® ® =A_ 0fir 0 t wNI X - . . e i `I Schematic 1!�°Bio Swale 1 Mitigated SCENARIOS Facility Name ( Outlet 1 Outlet 2 Outlet 3 Predeveloped Downstream Connection 10 Mitigated Facility Type Bioretention Swale 0 F Use simple swale _ Default Swale Run Scenario W Underdrain Used Underdrain Diameter (ft) 10.5 --,'�Offset(in Basic Elements Swale Bottom Elevation (ft) 0 Orifice Diameter (in) — --:-� Swale Dimensions Flow Through Underdrain(ac-ft) 6.01 wpm S,vale Length(ft) 30.000 Total OutNow(ac-ft) 16.895 WPM I® Swale Bottom Width(ft) 5.ppp Perr_entThrough Underdrain 35.57 Freeboard(ft) 0.250 Facility Dimension Diagram) KJ, .0 L Over-road Flooding(ft) O 00u0 Effective Total Depth(ft) 3.75 Riser Outlet Structure Bottom slope of Swale(ft/ft) 0.000 Outlet Structure Data Pro Elements Top and Bottom side slope(ft/ft) Fo-ol-o­1 Riser Height Above Swale surface(it) 0.5 cnu Left Side Slope(HIV) 3.000 FPNM Riser Diameter(in) 12 -!,A ' Right Side Slope(HM 3.000 Riser Type Flat Ei MOM 21 Material Layers for Swale Notch Type LID Toolbox Layer 1 Layer 2 Layer 3 Depth(ft) 1.500 1.500 O.J00 Soil Layer 1 Amended 5 in/hr Soil Layer 2 GRAVEL u� Orifice Diameter Height - ____.-- _-- ___._..___.- ------------.-- - SoilLayer3 IGRAVEL Number (in) (ft) Commercial Toolbox 1 Io -=-A i5 -i� Edit Soil Types 2 Fo—-14 1-- KSat Safety Factor 3 10 i-A Fo_ Move Elements a None 2 C 4 Show Swale Table 10pen Table --H Swale Volume at Riser Head(ac-ft) .013 4W 1 Native Infiltration YES Total Volume Infiltrated(acft) 10.869 r Measured Infiltration Rate(inJhr) 1.2 -.1 Total Volume Through Riser(ac-ft) 6.026 Reduction Factor(infilt*factor) _:H Total Volume Through Facility(ao-ft) 16.895 Save x.y Load xy Use Wetted Surface Area(sidewalls) INO :. Percent Infiltrated 64.33 Ex 4&1 __ -- 6,120 j 2013 1 Q07 AM KAMM ! _ 10:07 AM 6/20/2013 WWHM4 PROJECT REPORT 1 Project Name: RTN_SW5_EAST_105+00_ACTUAL Site Name: Harrington Ave Site Address: City : Renton Report Date: 6/20/2013 ' Gage : Seatac Data Start : 1948/10/O1 Data End : 1998/09/30 Precip Scale: 1.01 ' Version : 2013/04/29 ' Low Flow Threshold for POC 1 : 50 Percent of the 2 Year High Flow Threshold for POC 1: 50 year PREDEVELOPED LAND USE Name : Basin 1 Bypass: No ' GroundWater: No Pervious Land Use Acres A B, Lawn, Mod .033 Pervious Total 0.033 Impervious Land Use Acres ROADS FLAT 0.132 Impervious Total 0.132 Basin Total 0.165 Element Flows To: Surface Interflow Groundwater ' MITIGATED LAND USE Name : Bio Swale 1 Bottom Length: 30.00 ft. Bottom Width: 5.00 ft. ' Material thickness of first layer: 1.5 Material type for first layer: Amended 5 in/hr Material thickness of second layer: 1.5 Material type for second layer: GRAVEL Material thickness of third layer: 0 , Material type for third layer: GRAVEL Infiltration On Infiltration rate: 1 .2 Infiltration safety factor: 1 Underdrain used Underdrain Diameter (ft) : 0.5 Orifice Diameter (in) : 1 , Offset (in) : 6 Flow Through Underdrain (ac-ft) : 6.01 Total Outflow (ac-ft) : 16.895 Percent Through Underdrain: 35.57 ' Discharge Structure Riser Height: 0.5 ft. Riser Diameter: 12 in. Element Flows To: Outlet 1 Outlet 2 Bio Swale 1 Hydraulic Table Stage(ft) Area(ac) Volume(ac-ft) Discharge(cfs) Infilt(cfs) 1.0000 0.0159 0.0000 0.0000 0.0000 ' 1 .0412 0.0157 0.0001 0.0000 0.0000 1.0824 0.0156 0.0001 0.0000 0.0000 1.1236 0.0154 0.0002 0.0000 0.0000 1.1648 0.0152 0.0003 0.0000 0.0000 1.2060 0.0151 0.0003 0.0000 0.0000 1.2473 0.0149 0.0004 0.0000 0.0001 1.2885 0.0147 0.0005 0.0000 0.0001 ' 1.3297 0.0145 0.0006 0.0000 0.0001 1.3709 0.0144 0.0007 0.0000 0.0001 1.4121 0.0142 0.0007 0.0000 0.0002 1.4533 0.0140 0.0008 0.0000 0.0002 1.4945 0.0139 0.0009 0.0000 0.0003 1.5357 0.0137 0.0010 0.0000 0.0003 1 .5769 0.0135 0.0011 0.0000 0.0004 ' 1.6181 0.0133 0.0012 0.0000 0.0004 1.6593 0.0132 0.0013 0.0000 0.0005 1 .7005 0.0130 0.0014 0.0000 0.0006 1.7418 0.0128 0.0016 0.0000 0.0006 1.7830 0.0127 0.0017 0.0000 0.0007 1.8242 0.0125 0.0018 0.0000 0.0008 1.8654 0.0123 0.0019 0.0000 0.0009 1 .9066 0.0121 0.0020 0.0000 0.0010 1. 9478 0.0120 0.0022 0.0000 0.0011 1.9890 0.0118 0.0023 0.0000 0.0013 2.0302 0.0116 0.0024 0.0000 0.0014 2.0714 0.0115 0.0025 0.0000 0.0015 2.1126 0.0113 0.0027 0.0007 0.0010 2.1538 0.0111 0.0028 0.0007 0.0011 2.1951 0.0109 0.0030 0.0009 0.0013 ' 2.2363 0.0108 0.0031 0.0010 0.0015 2.2775 0.0106 0.0033 0.0012 0.0017 2.3187 0.0104 0.0034 0.0014 0.0019 2.3599 0.0103 0.0036 0.0020 0.0018 2.4011 0.0101 0.0037 0.0021 0.0019 2.4423 0.0019 0.0039 0.0024 0.0021 2.4835 0.0098 0.0041 0.0027 0.0024 2.5247 0.0096 0.0042 0.0034 0.0023 2.5659 0.0094 0.0044 0.0036 0.0024 2.6071 0.0092 0.0046 0.0039 0.0027 2.6484 0.0091 0.0047 0.0046 0.0027 2.6896 0.0089 0.0049 0.0051 0.0026 2.7308 0.0087 0.0051 0.0053 0.0027 2.7720 0.0086 0.0053 0.0058 0.0030 2.8132 0.0084 0.0055 0.0066 0.0031 2.8544 0.0082 0.0057 0.0071 0.0030 ' 2.8956 0.0080 0.0058 0.0075 0.0030 2. 9368 0.0079 0.0060 0.0080 0.0030 2. 9780 0.0077 0.0062 0.0083 0.0031 3.0192 0.0075 0.0064 0.0092 0.0032 3.0604 0.0074 0.0066 0.0096 0.0033 3.1016 0.0072 0.0068 0.0101 0.0033 3.1429 0.0070 0.0071 0.0106 0.0033 3.1841 0.0069 0.0073 0.0111 0.0033 3.2253 0.0067 0.0075 0.0117 0.0034 3.2665 0.0065 0.0077 0.0122 0.0034 3.3077 0.0063 0.0079 0.0127 0.0034 3.3489 0.0062 0.0081 0.0132 0.0035 3.3901 0.0060 0.0084 0.0138 0.0035 3.4313 0.0058 0.0086 0.0143 0.0035 3.4725 0.0057 0.0011 0.0144 0.0034 3.5137 0.0055 0.0091 0.0145 0.0033 3.5549 0.0053 0.0093 0.0145 0.0033 3.5962 0.0051 0.0095 0.0145 0.0033 ' 3.6374 0.0050 0.0098 0.0145 0.0033 3.6786 0.0048 0.0100 0.0145 0.0033 3.7198 0.0046 0.0103 0.0145 0.0033 3.7110 0.0045 0.0105 0.0145 0.0033 3.8022 0.0043 0.0108 0.0145 0.0033 3.8434 0.0041 0.0111 0.0145 0.0033 3.8846 0.0040 0.0113 0.0145 0.0033 3. 9258 0.0038 0.0116 0.0145 0.0033 3.9670 0.0036 0.0119 0.0145 0.0033 4.0000 0.0034 0.0121 0.0145 0.0033 Surface Bio Swale 1 Hydraulic Table Stage(ft) Area(ac) Volume(ac-ft) Discharge(cfs) To Amended(cfs) Wetted Surface 3.0000 0.0159 0.0121 0.0000 0.0183 0.0042 ' 3.0112 0.0160 0.0127 0.0000 0.0183 0.0042 3.0824 0.0162 0.0134 0.0000 0.0187 0.0042 3.1236 0.0164 0.0141 0.0000 0.0192 0.0042 3.1648 0.0166 0.0147 0.0000 0.0197 0.0042 ' 3.2060 0.0167 0.0154 0.0000 0.0202 0.0042 3.2473 0.0169 0.0161 0.0000 0.0207 0.0042 3.2885 0.0171 0.0168 0.0000 0.0212 0.0042 3.3217 0.0172 0.0175 0.0000 0.0217 0.0042 3.3709 0.0174 0.0182 0.0000 0.0222 0.0042 3.4121 0.0176 0.0190 0.0000 0.0227 0.0042 3.4533 0.0178 0.0197 0.0000 0.0231 0.0042 3.4945 0.0179 0.0204 0.0000 0.0236 0.0042 3.5357 0.0181 0.0212 0.0657 0.0241 0.0042 3.5769 0.0183 0.0219 0.2078 0.0246 0.0042 3.6181 0.0184 0.0227 0.3954 0.0251 0.0042 ' 3.6593 0.0186 0.0234 0.6194 0.0256 0.0042 3.7005 0.0188 0.0242 0.8747 0.0261 0.0042 3.7418 0.0190 0.0250 1 .1577 0.0266 0.0042 3.7500 0.0190 0.0251 1.4659 0.0267 0.0000 Name Surface Bio Swale 1 Element Flows To: i Outlet 1 Outlet 2 Bio Swale 1 ' Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use Acres A B, Lawn, Mod .033 Pervious Total 0.033 ' Impervious Land Use Acres , ROADS FLAT 0.132 Impervious Total 0.132 Basin Total 0.165 ' Element Flows To: Surface Interflow Groundwater ' Surface Bio Swale 1 Surface Bio Swale 1 ANALYSIS RESULTS , Predeveloped Landuse Totals for POC #1 , Total Pervious Area:0.033 Total Impervious Area:0.132 ' Mitigated Landuse Totals for POC #1 Total Pervious Area:0.033 Total Impervious Area:0.132 Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.066293 5 year 0.080866 10 year 0.090309 25 year 0.102114 50 year 0.11086 ' 100 year 0.119594 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.036208 5 year 0.06035 10 year 0.078372 25 year 0.103112 50 year 0.122817 100 year 0.143513 Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 (' .067 0.058 1950 0. 104 0.048 1951 0.068 0.059 1952 0.059 0.015 1 1953 0.053 0.031 1954 0.063 0.015 1955 0.067 0.055 1956 0.065 0.057 1957 0.073 0.065 1958 0.067 0.039 1959 0.051 0.040 1960 0.064 0.057 1961 0.057 0.030 1962 0.058 0.015 1963 0.055 0.026 1964 0.065 0.016 1965 0.058 0.034 1966 0.058 0.015 1167 0.087 0.068 1968 0.098 0.026 1969 0.053 0.046 1970 0.058 0.037 1 1971 0.056 0.022 1972 0.082 0.071 1973 0.053 0.031 1974 0.058 0.015 ' 1975 0.076 0.069 1976 0.052 0.022 1977 0.067 0.017 1978 0.087 0.070 1979 0.086 0.015 1980 0.071 0.044 1981 0.079 0.035 1982 0. 108 0.100 , 1983 0.080 0.055 1984 0.060 0.020 1985 0.057 0.045 ' 1986 0.069 0.069 1987 0.100 0.073 1988 0.048 0.015 1989 0.060 0.014 1990 0. 109 0.104 1991 0.102 0.106 1992 0.060 0.039 1993 0.041 0.030 ' 1994 0.049 0.013 1995 0.062 0.036 1996 0.074 0.073 ' 1997 0.071 0.052 1998 0.075 0.030 Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.1093 0. 1059 2 0.1079 0.1041 3 0.1037 0.0999 4 0.1019 0.0733 5 0.1000 0.0726 6 0.0982 0.0706 7 0.0875 0.0704 8 0.0868 0.0690 , 9 0.0864 0.0690 10 0.0818 0.0682 11 0.0801 0.0653 12 0.0793 0.0585 ' 13 0.0758 0.0575 14 0.0753 0.0574 15 0.0737 0.0570 16 0.0734 0.0553 17 0.0711 0.0546 18 0.0708 0.0521 19 0.0695 0.0482 20 0.0675 0.0460 21 0.0675 0.0447 22 0.0674 0.0445 23 0.0673 0.0398 24 0.0668 0.0394 25 0.0652 0.0392 26 0.0649 0.0374 , 27 0.0636 0.0365 28 0.0630 0.0349 29 0.0616 0.0339 30 0.0604 0.0308 , 31 0.0600 0.0307 32 0.0597 0.0303 33 0.0589 0.0296 34 0.0583 0.0295 35 0.0577 0.0263 36 0.0577 0.0259 37 0.0577 0.0225 38 0.0577 0.0215 39 0.0574 0.0198 40 0.0573 0.0170 41 0.0563 0.0162 42 0.0549 0.0145 43 0.0530 0.0145 44 0.0526 0.0145 45 0.0525 0.0145 46 0.0522 0.0145 ' 47 0.0513 0.0145 48 0.0494 0.0145 49 0.0481 0.0140 50 0.0413 0.0132 POC ##1 The Facility PASSED ' The Facility PASSED. Flow(cfs) Predev Mit Percentage Pass/Fail 0.0331 1166 208 17 Pass 0.0339 1085 200 18 Pass 0.0347 111 195 19 Pass 0.0355 919 186 20 Pass 0.0363 852 181 21 Pass 0.0371 788 174 22 Pass 0.0379 729 166 22 Pass 0.0386 680 161 23 Pass 0.0394 636 156 24 Pass 0.0402 590 146 24 Pass 0.0410 562 141 25 Pass 0.0418 508 136 26 Pass 0.0426 466 126 27 Pass 0.0434 435 119 27 Pass 0.0441 412 114 27 Pass 0.0449 388 104 26 Pass 0.0457 365 100 27 Pass 0.0465 329 93 28 Pass 0.0473 312 91 29 Pass 0.0481 290 86 29 Pass 0.0488 269 79 29 Pass 0.0496 239 76 31 Pass 0.0504 226 72 31 Pass 0.0512 210 67 31 Pass 0.0520 195 62 31 Pass 0.0528 187 57 30 Pass 0.0536 177 55 31 Pass 0.0543 164 52 31 Pass ' 0.0551 151 48 31 Pass 0.0559 140 46 32 Pass 0.0567 135 46 34 Pass 0.0575 127 43 33 Pass 0.0583 114 41 35 Pass 0.0591 105 39 37 Pass 0.0598 99 36 36 Pass 0.0606 92 35 38 Pass 0.0614 90 34 37 Pass 0.0622 85 34 40 Pass 0.0630 81 32 39 Pass 0.0638 75 31 41 Pass 0.0645 69 30 .43 Pass 0.0653 63 28 44 Pass 0.0661 60 26 43 Pass 0.0669 55 26 47 Pass 0.0677 51 24 47 Pass 0.0685 47 23 48 Pass 0.0693 46 20 43 Pass 0.0700 43 20 46 Pass 0.0708 41 16 39 Pass 0.0716 36 15 41 Pass 0.0724 35 15 42 Pass 0.0732 34 13 38 Pass 0.0740 30 12 40 Pass 0.0748 30 12 40 Pass 0.0755 28 11 39 Pass 0.0763 26 11 42 Pass 0.0771 26 11 42 Pass ' 0.0779 26 11 42 Pass 0.0787 25 11 44 Pass 0.0795 24 10 41 Pass 0.0802 21 10 47 Pass 0.0810 20 10 50 Pass 0.0818 19 10 52 Pass 0.0826 18 10 55 Pass 0.0834 17 9 52 Pass 0.0842 17 9 52 Pass 0.0850 16 8 50 Pass 0.0857 16 8 50 Pass 0.0865 14 8 57 Pass 0.0873 12 8 66 Pass 0.0881 11 8 72 Pass 0.0889 11 8 72 Pass 0.0897 11 8 72 Pass 0.0905 10 8 80 Pass 0.0912 10 7 70 Pass 0.0920 10 6 60 Pass 0.0928 10 6 60 Pass 0.0936 10 6 60 Pass 0.0944 10 4 40 Pass 0.0952 10 4 40 Pass 0.0959 9 4 44 Pass 0.0967 9 4 44 Pass , 0.0975 8 4 50 Pass 0.0983 6 4 66 Pass 0.0991 6 4 66 Pass 0.0999 5 3 60 Pass 0.1007 4 2 50 Pass 0.1014 4 2 50 Pass 0.1022 3 2 66 Pass 0.1030 3 2 66 Pass 0.1038 3 2 66 Pass 0.1046 2 1 50 Pass 0.1054 2 1 50 Pass 0.1062 2 0 0 Pass 0.1069 2 0 0 Pass I 0.1077 2 0 0 Pass 0.1085 1 0 0 Pass 0.1093 1 0 0 Pass 0.1101 0 0 0 Pass 0.1109 0 0 0 Pass ' Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0 acre-feet On-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Off-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Perind and Impind Changes No changes have been made. This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright O by : Clear Creek Solutions, Inc. 2005-2013; All Rights Reserved. WWHM4 RTN SW4 EAST Ill+00 ACTUAL ''' File Edit View Help Summary Report Schematic o-- ICU- In ,Bio Swale 1 Mitigated SCENARIOS Facility Name Outlet 1 Outlet 2 Outlet 3 Predeveloped Downstream Connection 0 0 10 Facility Type Bioretention Swale ` Q PAi'iq,�t�d Use simple swale _ Default Swale i Run Scenario Underdrain Used Underdrain Diameter (ft) 0.5 --,1-10ff s et(i n Basic Elements Swale Bottom Elevation (ft) Orifice Diameter (in) i' 1.4-6 j Swale Dimensions Flow Through Underdrain(ac--ft) 24.261 Swale Length(ft) 23.000 Total Outflow(arft) 42.738 ®� Swale Bottom Width(ft) 5.000 Perr_entThrough Underdrain 56.77 Freeboard(ft) 0.250 Facility Dimension Diagram -1ver-road Flooding(ft) O 000 ® Effective Total Depth(ft) 3,75 Riser Outlet Structure -� Bottom slope of Swale(ft/ft) 0,000 7 Outlet Structure Data Pro Elerrients Top and Bottom side slope(ft/ft) 0,010 Riser Height Above Swale surface(ft) 0.5 LID Toolbox Left Side Slope(HM 3.000 Riser Diameter(in) J12 --�A Right Side Slope(HM 3.000 Riser Type Flat Material Layers for Swale Notch Type Layer] Layer2 Layer3 Depth(ft) i1.500 1.500 O.tJ00 Soil Layer 1 FAmended 5 in/hr Soil Layer GRAVEL Orifice Diameter Height Soil Layer 3 JGRAVEL Number (in) (ft) Commercial Toolbox 1 0 lu I Edit Soil Tykes 2 10 F---i� j-KSat Safety Factor 3 f 0-- =A F —" e None 2 C 4 Show Swale Table Open Table =� Move Elements Swale Volume at Riser Head(arft) .010 Native Infiltration YES --H Total Volume Infiltrated(ac-ft) 14.741 Measured Infiltration Rate(in/hr) 1.2 .;.I Total Volume Through Riser(ao-ft) 27.997 Reduction Factor(infilt'°factor) 5 � Total Volume Through Fa.cility(acft) 42.738 Save xy Load xy Use Wetted Surface Area(sidewalls) NO Percent Infiltrated 34.49 R/2012013 10:07 AM 10,.07 AM �"� . 1 1 WWHM4 PROJECT REPORT Project Name: RTN_SW4_EAST_111+00_ACTUAL Site Name: Harrington Ave Site Address: City Renton Report Date: 6/20/2013 Gage : Seatac Data Start : 1948/10/01 Data End : 1998/09/30 Precip Scale: 1.00 Version : 2013/04/29 Low Flow Threshold for POC 1 50 Percent of the 2 Year High Flow Threshold for POC 1: 50 year PREDEVELOPED LAND USE Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use Acres A B, Lawn, Mod .0812 Pervious Total 0.0812 Impervious Land Use Acres ROADS FLAT 0.3248 Impervious Total 0.3248 Basin Total 0.406 Element Flows To: Surface Interflow Groundwater MITIGATED LAND USE Name : Bio Swale 1 Bottom Length: 23.00 ft. Bottom Width: 5.00 ft. ' Material thickness of first layer: 1.5 Material type for first layer: Amended 5 in/hr i Material thickness of second layer: 1.5 Material type for second layer: GRAVEL Material thickness of third layer: 0 Material type for third layer: GRAVEL Infiltration On Infiltration rate: 1 .2 ' Infiltration safety factor: 1 Underdrain used Underdrain Diameter (ft) : 0.5 Orifice Diameter (in) : 1 , Offset (in) : 6 Flow Through Underdrain (ac-ft) : 24 .261 Total Outflow (ac-ft) : 42.738 Percent Through Underdrain: 56.77 Discharge Structure Riser Height: 0.5 ft. Riser Diameter: 12 in. Element Flows To: Outlet 1 Outlet 2 Bio Swale 1 Hydraulic Table Stage(ft) Area(ac) Volume(ac-ft) Discharge(cfs) Infilt(cfs) 1.0000 0.0122 0.0000 0.0000 0.0000 1 .0412 0.0121 0.0000 0.0000 0.0000 1.0824 0.0119 0.0001 0.0000 0.0000 1.1236 0.0118 0.0001 0.0000 0.0000 1.1648 0.0117 0.0002 0.0000 0.0000 1.2060 0.0115 0.0003 0.0000 0.0000 1.2473 0.0114 0.0003 0.0000 0.0000 1.2885 0.0113 0.0004 0.0000 0.0001 1.3297 0.0112 0.0004 0.0000 0.0001 1.3709 0.0110 0.0005 0.0000 0.0001 1.4121 0.0109 0.0006 0.0000 0.0001 1.4533 0.0108 0.0006 0.0000 0.0002 1.4945 0.0106 0.0007 0.0000 0.0002 1.5357 0.0105 0.0008 0.0000 0.0002 1 .5769 0.0104 0.0009 0.0000 0.0003 1 .6181 0.0102 0.0009 0.0000 0.0003 1.6593 0.0101 0.0010 0.0000 0.0004 1.7005 0.0100 0.0011 0.0000 0.0004 1.7418 0.0098 0.0012 0.0000 0.0005 1.7830 0.0097 0.0013 0.0000 0.0006 1 .8242 0.0096 0.0014 0.0000 0.0006 1.8654 0.0094 0.0015 0.0000 0.0007 1. 9066 0.0093 0.0016 0.0000 0.0008 1.9478 0.0092 0.0016 0.0000 0.0009 1.9890 0.0091 0.0017 0.0000 0.0010 2.0302 0.0089 0.0018 0.0000 0.0011 2.0714 0.0088 0.0020 0.0000 0.0012 2.1126 0.0087 0.0021 0.0006 0.0007 2.1538 0.0085 0.0022 0.0007 0.0007 2.1951 0.0084 0.0023 0.0008 0.0009 2.2363 0.0083 0.0024 0.0009 0.0010 2.2775 0.0081 0.0025 0.0011 0.0012 2.3187 0.0080 0.0026 0.0012 0.0013 2.3599 0.0079 0.0027 0.0014 0.0015 2.4011 0.0077 0.0029 0.0016 0.0017 2.4423 0.0076 0.0031 0.0022 0.0015 2.4835 0.0075 0.0031 0.0023 0.0016 2.5247 0.0073 0.0032 0.0026 0.0017 2.5659 0.0072 0.0034 0.0029 0.0019 2. 6071 0.0071 0.0035 0.0035 0.0018 2. 6484 0.0070 0.0036 0.0037 0.0019 2.6896 0.0068 0.0038 0.0041 0.0021 2.7308 0.0067 0.0039 0.0047 0.0021 2.7720 0.0066 0.0040 0.0049 0.0022 2.8132 0.0064 0.0042 0.0054 0.0024 2.8544 0.0063 0.0043 0.0060 0.0024 2.8956 0.0062 0.0045 0.0065 0.0023 2.9368 0.0060 0.0046 0.0067 0.0024 2. 9780 0.0059 0.0048 0.0074 0.0024 3.0192 0.0058 0.0049 0.0079 0.0024 3.0604 0.0056 0.0051 0.0082 0.0025 3.1016 0.0055 0.0052 0.0089 0.0026 3.1429 0.0054 0.0054 0.0094 0.0026 3.1841 0.0053 0.0056 0.0098 0.0025 3.2253 0.0051 0.0057 0.0103 0.0025 3.2665 0.0050 0.0059 0.0106 0.0026 3.3077 0.0049 0.0061 0.0111 0.0025 3.3489 0.0047 0.0062 0.0111 0.0025 3.3901 0.0046 0.0064 0.0111 0.0025 3.4313 0.0045 0.0066 0.0111 0.0025 3.4725 0.0043 0.0168 0.0111 0.0025 3.5137 0.0042 0.0070 0.0111 0.0025 3.5549 0.0041 0.0071 0.0111 0.0025 3.5962 0.0039 0.0073 0.0111 0.0025 3.6374 0.0038 0.0075 0.0111 0.0025 3.6786 0.0037 0.0077 0.0111 0.0025 3.7198 0.0036 0.0079 0.0111 0.0025 3.7610 0.0134 0.0011 0.0111 0.0025 3.8022 0.0033 0.0083 0.0111 0.0025 3.8434 0.0032 0.0085 0.0111 0.0025 3.8846 0.0030 0.0087 0.0111 0.0025 3.9258 0.0029 0.0089 0.0111 0.0025 3.9670 0.0028 0.0091 0.0111 0.0025 4.0000 0.0026 0.0093 0.0111 0.0025 Surface Bio Swale 1 Hydraulic Table Stage(ft) Area(ac) Volume(ac-ft) Discharge(cfs) To Amended(cfs) Wetted Surface 3.0000 0.0122 0.0093 0.0000 0.0140 0.0032 3.0412 0.0123 0.0098 0.0000 0.0110 0.0032 3.0824 0.0124 0.0103 0.0000 0.0144 0.0032 3.1236 0.0126 0.0108 0.0000 0.0147 0.0032 3.1648 0.0127 0.0113 0.0000 0.0151 0.0032 3.2060 0.0128 0.0118 0.0000 0.0155 0.0032 3.2473 0.0130 0.0124 0.0000 0.0159 0.0032 3.2885 0.0131 0.0129 0.0000 0.0162 0.0032 3.3297 0.0132 0.0134 0.0000 0.0166 0.0032 3.3709 0.0134 0.0140 0.0000 0.0170 0.0032 3.4121 0.0135 0.0145 0.0000 0.0174 0.0032 3.4533 0.0136 0.0151 0.0000 0.0177 0.0032 3.4945 0.0138 0.0157 0.0000 0.0181 0.0032 3.5357 0.0139 0.0162 0.0657 0.0185 0.0032 3.5769 0.0140 0.0168 0.2078 0.0189 0.0032 3. 6181 0.0141 0.0174 0.3954 0.0192 0.0032 3.6593 0.0143 0.0180 0.6194 0.0196 0.0032 3.7005 0.0144 0.0186 0.8747 0.0200 0.0032 3.7418 0.0145 0.0192 1 .1577 0.0204 0.0032 3.7500 0.0146 0.0193 1.4659 0.0204 0.0000 Name Surface Bio Swale 1 Element Flows To: ' Outlet 1 Outlet 2 Bio Swale 1 Name Basin 1 Bypass: No Groundwater: No Pervious Land Use Acres A B, Lawn, Mod .0812 Pervious Total 0.0812 i Impervious Land Use Acres ROADS FLAT 0.3248 Impervious Total 0.3248 Basin Total 0.406 ' a Element Flows To: Surface Interflow Groundwater Surface Bio Swale 1 Surface Bio Swale 1 ANALYSIS RESULTS Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.0812 Total Impervious Area:0.3248 Mitigated Landuse Totals for POC #1 Total Pervious Area:0.0812 Total Impervious Area:0.3248 Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.080355 5 year 0.09802 10 year 0.109466 25 year 0.123775 50 year 0.134376 100 year 0.144962 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.066893 5 year 0.089491 10 year 0.103166 25 year 0.119182 ' 50 year 0.130312 100 year 0.140841 Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.082 0.081 1950 0.126 0.115 1951 0.082 0.083 1952 0.071 0.061 1953 0.064 0.053 1954 0.076 0.056 1955 0.082 0.075 1956 0.079 0.074 ' 1957 0.089 0.081 1958 0.081 0.051 1959 0.062 0.060 1960 0.077 0.073 1961 0.070 0.052 1962 0.070 0.036 1963 0.067 0.043 1964 0.079 0.063 1965 0.071 0.054 1966 0.070 0.065 1917 0.105 0.100 ' 1968 0.119 0.085 1969 0.064 0.061 1970 0.070 0.072 1971 0.068 0.063 1972 0.099 0.090 1973 0.064 0.050 1974 0.070 0.041 ' 1975 0.092 0.087 1976 0.063 0.064 1977 0.082 0.043 ' 1978 0.106 0.095 1979 0.105 0.052 1980 0.086 0.087 1981 0.096 0.091 1982 0.131 0.132 1983 0.097 0.089 1984 0.073 0.045 1985 0.069 0.065 1986 0.084 0.083 1987 0.121 0.089 1988 0.058 0.049 1989 0.073 0.025 1990 0.132 0.127 1991 0.123 0.125 1992 0.072 0.065 ' 1993 0.050 0.042 1994 0.060 0.028 1995 0.075 0.055 1996 0.089 0.088 1997 0.086 0.076 1998 0.091 0.054 Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.1324 0. 1318 , 2 0.1308 0.1273 3 0. 1257 0.1249 4 0.1235 0.1153 5 0.1212 0.1004 6 0.1190 0.0947 7 0.1060 0.0907 8 0.1052 0.0905 9 0.1048 0.0890 10 0.0991 0.0888 11 0.0970 0.0878 12 0.0961 0.0869 , 13 0.0919 0.0869 14 0.0913 0.0851 15 0.0894 0.0828 16 0.0890 0.0825 17 0.0862 0.0812 18 0.0858 0.0806 19 0.0842 0.0764 20 0.0818 0.0746 21 0.0818 0.0740 22 0.0817 0.0734 23 0.0816 0.0722 , 24 0.0810 0.0652 25 0.0790 0.0648 26 0.0787 0.0646 27 0.0771 0.0638 28 0.0764 0.0630 29 0.0746 0.0625 30 0.0732 0.0610 ' 31 0.0727 0.0607 32 0.0723 0.0602 33 0.0714 0.0565 , 34 0.0706 0.0552 r 35 0.0700 0.0544 36 0.0611 0.0538 37 0.0699 0.0526 38 0.0699 0.0522 39 0.0696 0.0516 40 0.0694 0.0512 41 0.0682 0.0502 42 0.0666 0.0491 43 0.0642 0.0448 44 0.0638 0.0431 45 0.0637 0.0429 46 0.0632 0.0421 47 0.0622 0.0411 48 0.0599 0.0364 49 0.0584 0.0278 50 0.0501 0.0246 POC #1 Facility F" T',ED duration standard for 1+ flows. Flow(cfs) Predev Mit Percentage Pass/Fail 0.0402 1164 434 37 Pass 0.0411 1085 407 37 Pass 0.0421 998 390 39 Pass 0.0430 919 361 39 Pass ' 0.0440 852 347 40 Pass 0.0449 788 329 41 Pass 0.0459 729 310 42 Pass 0.0411 680 214 43 Pass 0.0478 636 284 44 Pass 0.0487 590 273 46 Pass 0.0497 562 256 45 Pass 0.0506 509 244 47 Pass 0.0516 466 227 48 Pass 0.0525 435 210 48 Pass 0.0515 412 200 48 Pass 0.0545 390 191 48 Pass 0.0554 365 183 50 Pass 0.0564 330 170 51 Pass 0.0573 312 156 50 Pass 0.0583 291 146 50 Pass 0.0592 269 141 52 Pass 0.0602 241 131 54 Pass 0.0611 227 122 53 Pass 0.0621 211 111 52 Pass 0.0630 195 107 54 Pass ' 0.0640 187 98 52 Pass 0.0649 177 92 51 Pass 0.0659 164 86 52 Pass 0.0668 152 83 54 Pass ' 0.0678 140 81 57 Pass 0.0687 135 79 58 Pass 0.0697 127 71 55 Pass ' 0.0706 115 66 57 Pass 0.0716 105 63 60 Pass i 0.0725 99 60 60 Pass 0.0735 92 57 61 Pass 0.0744 90 52 57 Pass 0.0754 85 48 56 Pass 0.0763 81 46 56 Pass 0.0773 75 45 60 Pass ' 0.0782 69 44 63 Pass 0.0792 63 41 65 Pass 0.0801 60 39 65 Pass 0.0811 55 35 63 Pass 0.0820 51 33 64 Pass 0.0830 47 30 63 Pass 0.0839 46 27 58 Pass 0.0849 44 27 61 Pass 0.0858 41 24 58 Pass 0.0868 36 23 63 Pass 0.0878 35 22 62 Pass 0.0887 34 20 58 Pass 0.0897 30 20 66 Pass 0.0906 30 16 53 Pass 0.0916 29 16 55 Pass ' 0.0925 26 16 61 Pass 0.0935 26 13 50 Pass 0.0944 26 13 50 Pass 0.0954 25 12 48 Pass 0.0963 24 12 50 Pass 0.0973 21 12 57 Pass 0.0982 20 12 60 Pass ' 0.0992 20 11 55 Pass 0.1001 18 10 55 Pass 0.1011 17 10 58 Pass 0.1020 17 10 58 Pass 0.1030 16 10 62 Pass 0.1039 16 10 62 Pass 0.1049 14 10 71 Pass ' 0.1058 12 10 83 Pass 0.1068 11 10 90 Pass 0.1077 11 10 90 Pass 0.1087 11 10 90 Pass 0.1096 10 9 90 Pass 0.1106 10 8 80 Pass 0.1115 10 7 70 Pass 0.1125 10 6 60 Pass 0.1134 10 5 50 Pass 0.1144 10 5 50 Pass 0.1153 10 4 40 Pass ' 0.1163 9 4 44 Pass 0.1172 9 4 44 Pass 0.1182 8 4 50 Pass ' 0.1192 6 4 66 Pass 0.1201 6 4 66 Pass 0.1211 5 4 80 Pass 0.1220 4 3 75 Pass , 0.1230 4 3 75 Pass 0.1239 3 3 100 Pass 0.1249 3 3 100 Pass ' 0.1258 2 3 150 Fail t 0.1268 2 3 150 Fail 1,1277 2 2 100 Pass 0.1287 2 2 100 Pass 0.1296 2 2 100 Pass 0.1306 2 2 100 Pass 0,1311 1 2 200 Fail 0.1325 1 2 200 Fail 0.1334 0 1 n/a Fail 0.1344 0 1 n/a Fail The development has an increase in flow durations from 1/2 Predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. ' Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0 acre-feet On-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Off-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Perind and Impind Changes ' No changes have been made. ' This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. ' In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without. limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright O by : Clear Creek Solutions, Inc. 2005-2013; All Rights Reserved. WWHM4 RTN-SW3_EAST-113+00 File Edit View Zoom Help Imo ® A % Ift Asik -- 1- } Schematic g ��I � M . Ri0 5'.k3`P 1 f'JfstPt'�dtP�'.' o Swa o LICENARIOS Facility Name Bile 1 Outlet 1 Outlet 2 Outlet 3 ❑Predeveloped Downstream Connection 0 I" 1^^� Facility Type Bioretention Swale t Q Mitigated f Use simple swale Default Swale t C Run Scenario Fv Underdrain Used Underdrain Diameter (ft) 10.5 �Offset(in Basic Elements --- Swale Bottom Elevation (ft) !� Orifice Diameter (in) 11 6 Swale Dimensions Flow Through Underdrain(ac-ft) 7.376 : vale Length(ft) 22.000 Total Outflow(ac-ft) 16.575 Swale Bottom Width(ft) 5.00� Percent Through Underdrain 44.5 Freeboard(ft) 0.250 Facility Dimension Diagram a r ) =aver-road Flooding(ft) 0 00%1 Effective Total Depth(ft) 3.75 ,Riser Outlet Structure LA Bottom slope of Swale(ft/ft) 0,000 Outlet Structure Data Pro Elements Top and Bottom side slope ft ft Riser Height Above Swale surface(ft) LID Toolbox Left Side Slo e H Riser Diameter(in) 12 p ( M 3.000 F12 Right Side Slope(H/4 3.000 Riser Type Flat �--� Material Layers for Swale Notch Type i Layer Layer2 Layer3 --- Depth(ft) 1:500 1.500 0.000 Soil Layer 1 Amended 5 in/hr • r` Soil Layer 2 JGRAVEL Orifice Diameter Height Soil Layer 3 GRAVEL Number (in) (ft) Commercial Toolbox 1 10 � I0 i -:-� Edit Soil Types ` KSat Safety Factor 3 Fo Fo � i Move Elements • None 2 4 Show Swale Table Open Table Swale Volume at Riser Head(ao-ft) .009 s --- Native Infiltration YES -�A Total Volume Infiltrated(ac-ft) 9.102 Measured Infiltration Rate(in/hr) 1.2 Total Volume Through Riser(ac-ft) 7.473 Reduction Factor(infilt"factor) I r Total Volume Through Fa.cility(acft) 16.575 Save Ky Load xy Use Wetted Surface Area(sidewalls) NO Percent Infiltrated 54.91 - - x � LL E/201201310:14 AM j 10:14 AM }� V..� R 6/20/2013 WWHM4 PROJECT REPORT 1 Project Name: RTN_SW3_EAST_113+00 Site Name: Harrington Ave Site Address: City : Renton Report Date: 6/20/2013 Gage : Seatac Data Start : 1948/10/01 Data End : 1998/09/30 ' Precip Scale: 1.00 Version : 2013/04/29 Low Flow Threshold for POC 1 50 Percent of the 2 Year High Flow Threshold for POC 1: 50 year PREDEVELOPED LAND USE Name : Basin 1 Bypass: No ' GroundWater: No Pervious Land Use Acres ' A B, Lawn, Mod .032 Pervious Total 0.032 ' Impervious Land Use Acres ROADS FLAT 0.128 Impervious Total 0.128 Basin Total 0.16 Element Flows To: Surface Interflow Groundwater MITIGATED LAND USE ' Name : Bio Swale 1 Bottom Length: 22.00 ft. Bottom Width: 5.00 ft. Material thickness of first layer: 1.5 Material type for first layer: Amended 5 in/hr Material thickness of second layer: 1.5 , Material type for second layer: GRAVEL Material thickness of third layer: 0 , Material type for third layer: GRAVEL Infiltration On Infiltration rate: 1 .2 ' Infiltration safety factor: 1 Underdrain used Underdrain Diameter (ft) : 0.5 Orifice Diameter (in) : 1 , Offset (in) : 6 Flow Through Underdrain (ac-ft) : 7.376 Total Outflow (ac-ft) : 16.575 Percent Through Underdrain: 44.5 Discharge Structure Riser Height: 0.5 ft. Riser Diameter: 12 in. ' Element Flows To: Outlet 1 Outlet 2 Bio Swale 1 Hydraulic Table ' Stage(ft) Area(ac) Volume(ac-ft) Discharge(cfs) Infilt(cfs) 1.0000 0.0116 0.0000 0.0000 0.0000 ' 1 .0412 0.0115 0.0000 0.0000 0.0000 1.0824 0.0114 0.0001 0.0000 0.0000 1.1236 0.0113 0.0001 0.0000 0.0000 1 .1648 0.0112 0.0002 0.0000 0.0000 ' 1.2060 0.0110 0.0002 0.0000 0.0000 1 .2473 0.0109 0.0003 0.0000 0.0000 1.2885 0.0108 0.0004 0.0000 0.0001 ' 1.3297 0.0107 0.0004 0.0000 0.0001 1 .3709 0.0105 0.0005 0.0000 0.0001 1.4121 0.0104 0.0005 0.0000 0.0001 1.4533 0.0103 0.0006 0.0000 0.0002 ' 1.4945 0.0102 0.0007 0.0000 0.0002 1.5357 0.0100 0.0008 0.0000 0.0002 1 .5769 0.0099 0.0008 0.0000 0.0003 1. 6181 0.0098 0.0009 0.0000 0.0003 1.6593 0.0097 0.0010 0.0000 0.0004 1.7005 0.0095 0.0011 0.0000 0.0004 1.7418 0.0094 0.0011 0.0000 0.0005 ' 1.7830 0.0093 0.0012 0.0000 0.0005 1.8242 0.0092 0.0013 0.0000 0.0006 1 .8654 0.0090 0.0014 0.0000 0.0007 ' 1.9066 0.0089 0.0015 0.0000 0.0007 1.9478 0.0088 0.0016 0.0000 0.0008 1. 9890 0.0087 0.0017 0.0000 0.0009 2.0302 0.0085 0.0018 0.0000 0.0010 ' 2.0714 0.0084 0.0019 0.0000 0.0011 2.1126 0.0083 0.0020 0.0006 0.0006 2.1538 0.0082 0.0021 0.0006 0.0007 2.1951 0.0080 0.0022 0.0008 0.0008 ' ' 2.2363 0.0079 0.0023 0.0009 0.0009 2.2775 0.0078 0.0021 0.0010 0.0011 2.3187 0.0077 0.0025 0.0012 0.0012 2.3599 0.0075 0.0026 0.0013 0.0014 2.4011 0.0074 0.0027 0.0015 0.0016 ' 2.4423 0.0073 0.0029 0.0021 0.0014 2.4835 0.0072 0.0030 0.0023 0.0015 2.5247 0.0070 0.0031 0.0025 0.0016 2.5659 0.0069 0.0032 0.0028 0.0018 2.6071 0.0068 0.0033 0.0031 0.0020 2.6484 0.0067 0.0035 0.0038 0.0019 2.6896 0.0065 0.0036 0.0039 0.0020 2.7308 0.0064 0.0037 0.0013 0.0022 2.7720 0.0063 0.0039 0.0050 0.0021 2.8132 0.0062 0.0040 0.0052 0.0022 2.8544 0.0060 0.0041 0.0059 0.0022 2.8956 0.0059 0.0043 0.0061 0.0023 2. 9368 0.0058 0.0044 0.0068 0.0023 2. 9780 0.0057 0.0046 0.0072 0.0023 3.0192 0.0055 0.0117 0.0075 0.0023 3.0604 0.0054 0.0049 0.0082 0.0024 3.1016 0.0053 0.0050 0.0086 0.0024 3.1429 0.0052 0.0052 0.0090 0.0025 3.1841 0.0050 0.0053 0.0097 0.0025 3.2253 0.0049 0.0055 0.0102 0.0025 3.2665 0.0048 0.0056 0.0106 0.0025 3.3077 0.0047 0.0058 0.0107 0.0023 ' 3.3489 0.0045 0.0060 0.0107 0.0023 3.3901 0.0044 0.0061 0.0107 0.0023 3.4313 0.0043 0.0063 0.0107 0.0023 ' 3.4725 0.0012 0.0065 0.0107 0.0023 3.5137 0.0040 0.0067 0.0107 0.0023 3.5549 0.0039 0.0068 0.0107 0.0023 3.5962 0.0038 0.0070 0.0107 0.0023 ' 3. 6374 0.0037 0.0072 0.0107 0.0023 3. 6786 0.0035 0.0074 0.0107 0.0023 3.7198 0.0034 0.0075 0.0107 0.0023 ' 3.7610 0.0033 0.0077 0.0107 0.0023 3.8022 0.0032 0.0079 0.0107 0.0023 3.8434 0.0030 0.0081 0.0107 0.0023 3.8846 0.0029 0.0083 0.0107 0.0023 3.9258 0.0028 0.0085 0.0107 0.0023 3.9670 0.0027 0.0087 0.0107 0.0023 4.0000 0.0025 0.0089 0.0107 0.0023 ' Surface Bio Swale 1 Hydraulic Table Stage(ft) Area(ac) Volume(ac-ft) Discharge(cfs) To Amended(cfs) Wetted Surface 3.0000 0.0116 0.0089 0.0000 0.0134 0.0031 ' 3.0412 0.0118 0.0093 0.0000 0.0134 0.0031 3.0824 0.0119 0.0098 0.0000 0.0137 0.0031 3.1236 0.0120 0.0103 0.0000 0.0141 0.0031 3.1648 0.0122 0.0108 0.0000 0.0145 0.0031 ' 3.2060 0.0123 0.0113 0.0000 0.0148 0.0031 3.2473 0.0124 0.0118 0.0000 0.0152 0.0031 3.2885 0.0125 0.0123 0.0000 0.0155 0.0031 3.3217 0.0127 0.0129 0.0000 0.0151 0.0031 ' 3.3709 0.0128 0.0134 0.0000 0.0163 0.0031 3.4121 0.0129 0.0139 0.0000 0.0166 0.0031 ' 3.4533 0.0130 0.0144 0.0000 0.0170 0.0031 3.4945 0.0132 0.0150 0.0000 0.0173 0.0031 ' 3.5357 0.0133 0.0155 0.0657 0.0177 0.0031 3.5769 0.0134 0.0161 0.2078 0.0180 0.0031 3. 6181 0.0135 0.0166 0.3954 0.0184 0.0031 ' 3.6593 0.0137 0.0172 0.6194 0.0188 0.0031 3.7005 0.0138 0.0178 0.8747 0.0191 0.0031 3.7418 0.0139 0.0183 1.1577 0.0195 0.0031 3.7500 0.0139 0.0184 1.4659 0.0195 0.0000 ' Name Surface Bio Swale 1 Element Flows To: Outlet 1 Outlet 2 Bio Swale 1 , Name : Basin 1 Bypass: No Groundwater: No ' Pervious Land Use Acres A B, Lawn, Mod .032 Pervious Total 0.032 ' Impervious Land Use Acres , ROADS FLAT 0.128 Impervious Total 0.128 Basin Total 0.16 , Element Flows To: Surface Interflow Groundwater ' Surface Bio Swale 1 Surface Bio Swale 1 ANALYSIS RESULTS ' Predeveloped Landuse Totals for POC #1 ' Total Pervious Area:0.032 Total Impervious Area:0.128 Mitigated Landuse Totals for POC #1 Total Pervious Area:0.032 Total Impervious Area:0.128 ' Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.032142 5 year 0.039208 10 year 0.043786 25 year 0.04951 50 year 0.05375 ' 100 year 0.057985 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.013106 5 year 0.020197 10 year 0.026173 25 year 0.035419 ' 50 year 0.043701 100 year 0.053325 ' Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1141 0.033 0.012 ' 1950 0.050 0.011 1951 0.033 0.025 1952 0.029 0.010 1153 0.026 0.011 1954 0.031 0.010 1955 0.033 0.022 1956 0.031 0.011 1957 0.036 0.020 1958 0.032 0.011 1959 0.025 0.011 1160 0.031 0.021 1961 0.028 0.011 1962 0.028 0.009 1963 0.027 0.010 1964 0.032 0.011 1965 0.028 0.011 1966 0.028 0.010 1117 0.042 0.016 ' 1968 0.048 0.011 1969 0.025 0.011 1970 0.028 0.011 ' 1971 0.027 0.011 1972 0.040 0.026 1973 0.026 0.011 1974 0.028 0.010 ' 1975 0.037 0.020 1976 0.025 0.011 1977 0.033 0.011 1978 0.042 0.013 1979 0.042 0.010 1980 0.034 0.013 1981 0.038 0.011 1982 0.052 0.046 ' 1983 0.039 0.011 1984 0.029 0.011 1985 0.028 0.011 1986 0.034 0.029 1987 0.048 0.034 1988 0.023 0.010 1989 0.029 0.008 ' 1990 0.053 0.046 1991 0.049 0.042 1992 0.029 0.011 , 1993 0.020 0.011 1994 0.024 0.008 1995 0.030 0.011 1996 0.036 0.032 1997 0.034 0.026 1998 0.037 0.011 Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 , Rank Predeveloped Mitigated 1 0.0530 0.0460 ' 2 0.0523 0.0456 3 0.0503 0.0417 4 0.0494 0.0341 5 0.0485 0.0325 , 6 0.0476 0.0291 7 0.0424 0.0263 8 0.0421 0.0261 ' 9 0.0419 0.0256 10 0.0397 0.0250 11 0.0388 0.0219 12 0.0384 0.0203 ' 13 0.0368 0.0200 14 0.0365 0.0155 15 0.0357 0.0133 16 0.0356 0.0131 17 0.0345 0.0124 18 0.0343 0.0113 19 0.0337 0.0107 ' 20 0.0327 0.0107 21 0.0327 0.0107 22 0.0327 0.0107 23 0.0326 0.0107 ' 24 0.0324 0.0107 25 0.0316 0.0107 26 0.0315 0.0107 27 0.0309 0.0107 28 0.0306 0.0107 29 0.0298 0.0107 30 0.0293 0.0107 ' 31 0.0291 0.0107 32 0.0289 0.0107 33 0.0286 0.0107 ' 34 0.0282 0.0107 ' 35 0.0280 0.0107 36 0.0280 0.0107 ' 37 0.0280 0.0107 38 0.0280 0.0107 39 0.0278 0.0106 40 0.0271 0.0105 41 0.0273 0.0105 42 0.0266 0.0104 43 0.0257 0.0102 44 0.0255 0.0101 45 0.0255 0.0100 46 0.0253 0.0100 ' 47 0.0249 0.0098 48 0.0240 0.0091 49 0.0233 0.0084 50 0.0200 0.0079 ' POC #1 ' Facility FAILED duration standard for 1+ flows. Flow(cfs) Predev Mit Percentage Pass/Fail 0.0161 1164 434 37 Pass 0.0165 1085 407 37 Pass 0.0168 998 390 39 Pass 0.0172 919 366 39 Pass ' 0.0176 852 347 40 Pass 0.0180 788 329 41 Pass 0.0184 729 310 42 Pass ' 0.0187 680 214 43 Pass 0.0191 636 284 44 Pass 0.0195 590 273 46 Pass 0.0199 562 256 45 Pass ' 0.0203 509 244 47 Pass 0.0206 466 227 48 Pass 0.0210 435 210 48 Pass 0.0214 412 200 48 Pass 0.0218 390 191 48 Pass 0.0222 365 183 50 Pass 0.0225 330 170 51 Pass 0.0229 312 156 50 Pass 0.0233 291 146 50 Pass 0.0237 269 141 52 Pass 0.0241 241 131 54 Pass ' 0.0244 227 122 53 Pass 0.0248 211 111 52 Pass 0.0252 195 107 54 Pass ' 0.0256 187 98 52 Pass 0.0260 177 92 51 Pass 0.0263 164 86 52 Pass 0.0267 152 83 54 Pass ' 0.0271 140 81 57 Pass 0.0275 135 79 58 Pass 0.0279 127 71 55 Pass ' 0.0283 115 66 57 Pass 0.0286 105 63 60 Pass t 0.0290 99 60 60 Pass , 0.0294 92 57 61 Pass 0.0298 90 52 57 Pass ' 0.0302 85 48 56 Pass 0.0305 81 46 56 Pass 0.0309 75 45 60 Pass ' 0.0313 69 44 63 Pass 0.0317 63 41 65 Pass 0.0321 60 39 65 Pass 0.0324 55 35 63 Pass 0.0328 51 33 64 Pass 0.0332 47 30 63 Pass 0.0336 46 27 58 Pass , 0.0340 44 27 61 Pass 0.0343 41 24 58 Pass 0.0347 36 23 63 Pass 0.0351 35 22 62 Pass , 0.0355 34 20 58 Pass 0.0359 30 20 66 Pass 0.0362 30 16 53 Pass 0.0366 29 16 55 Pass ' 0.0370 26 16 61 Pass 0.0374 26 13 50 Pass 0.0378 26 13 50 Pass ' 0.0381 25 12 48 Pass 0.0385 24 12 50 Pass 0.0389 21 12 57 Pass 0.0393 20 12 60 Pass , 0.0397 20 11 55 Pass 0.0400 18 10 55 Pass 0.0404 17 10 58 Pass , 0.0408 17 10 58 Pass 0.0412 16 10 62 Pass 0.0416 16 10 62 Pass 0.0420 14 10 71 Pass ' 0.0423 12 10 83 Pass 0.0427 11 10 90 Pass 0.0431 11 10 90 Pass ' 0.0435 11 10 90 Pass 0.0439 10 9 90 Pass 0.0442 10 8 80 Pass 0.0446 10 7 70 Pass ' 0.0450 10 6 60 Pass 0.0454 10 5 50 Pass 0.0458 10 5 50 Pass 0.0461 10 4 40 Pass , 0.0465 9 4 44 Pass 0.0469 9 4 44 Pass 0.0473 8 4 50 Pass ' 0.0477 6 4 66 Pass 0.0480 6 4 66 Pass 0.0484 5 4 80 Pass 0.0488 4 3 75 Pass ' 0.0492 4 3 75 Pass 0.0496 3 3 100 Pass 0.0499 3 3 100 Pass ' 0.0503 2 3 150 Fail ' 1*1117 2 3 111 Fail 0.0511 2 2 100 Pass 0.0515 2 2 100 Pass 0.0518 2 2 100 Pass 0.0522 2 2 100 Pass ' 0.0526 1 2 200 Fail 0.0530 1 2 200 Fail 0.0534 0 1 n/a Fail 0.0538 0 1 n/a Fail The development has an increase in flow durations from 1/2 Predeveloped 2 year flow to the 2 year flow ' or more than a 10% increase from the 2 year to the 50 year flow. ' Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0 acre-feet On-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Off-line facility target flow: 0 cfs. ' Adjusted for 15 min: 0 cfs. Perind and Impind Changes No changes have been made. This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. ' In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if.Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright O by : Clear Creek Solutions, Inc. 1115-1111; All Rights Reserved. i � r HM4 +40_ L LT le Edit View Zoom Help ��w � la Schematic k c, I) } b.'Bio Swale 1 Mitigated SCENARIOS Facility Name IBio Swale 1 Outlet 1 Outlet 2 Outlet 3 ❑Predeveloped Downstream Connection Mitigated Facility Type Bioretention Swale Use simple swale Default Swale Run Scenario Underdrain Used Underdrain Diameter (ft) 10.5 �Offset(in Basic Elements Swale Bottom Elevation (ft) 0 Orifice Diameter (in) 1��6 --: Swale Dimensions Flow Through Underdrain(ac-ft) 7.442 L[ ® Swale Length(ft) 7 3.OD0 Total Outflow(ac-ft) 13.589 ■ Swale Bottom Width(ft) 5.000 Percent Through Underdrain 54.76 r". Freeboard(ft) 0.25D Facility Dimension Diagram ' i,rer-road Flooding(ft) O.0011 Effective Total Depth(ft) 3.75 Riser Outlet Structure Bottom slope of Swale(ft/ft) 0.000 Outlet Structure Data Pro Elements � Riser Height Swale surface ft Top and Bottom side slope(ft/ft) 0,01 D 9 O 0.5 an Riser Diameter in Left Side Slope(Hlv� 3.000 ( ) 112 Right Side Slope(H/V) 3.D00 Riser Type Flatall =) ._„ Material Layers for Swale Notch Type LID Toolbox Lay-ei 1 Layer 2 Layer 3 Depth(ft) 1.500 I 1.500 0:000 Soil Layer 1 jAmended 5 in/hr iSoil Layer 2 IGRAVEL Orifice Diameter Height Soil Layer 3 IGRAVEL Number (in) (ft) "ommercial Toolbox 1 10 Edit Soil Types 2 10----j� 10 KSat Safety Factor --- 3 F—,.� 16 i _ Move Elements None 2 f 4 Show Swale Table Open Table _ - l Swale Volume at Riser Head(ac-ft) ii06 Native Infiltration YES Total Volume Infiltrated(ac-ft) 5.894 i Measured Infiltration Rate(in/hr) 1.2 Total Volume Through Riser(a.c-ft) 7.695 Reduction Factor(infilt"factor) 1' Total Volume Through Facility(acft) 13.589 ave xy Load xy ' Use Wetted Surface Area(sidewalls) Njo Percent Infiltrated 43.37 X 10 -� - ------. __ 6;'2`7j2013 3p*32PM 1 WWHM4 PROJECT REPORT Project Name: RTN_SW5_EAST_116+40_ACTUAL LT ' Site Name: Harrington Ave Site Address: City Renton Report Date: 6/27/2013 t Gage : Seatac Data Start : 1948/10/01 Data End : 1998/09/30 Precip Scale: 1.00 Version : 2013/04/29 ' Low Flow Threshold for POC 1 50 Percent of the 2 Year High Flow Threshold for POC 1: 50 year PREDEVELOPED LAND USE Name : Basin 1 Bypass: No Groundwater: No Pervious Land Use Acres ' A B, Lawn, Mod .026 Pervious Total 0.026 Impervious Land Use Acres ROADS FLAT 0.104 ' Impervious Total 0.104 Basin Total 0.13 Element Flows To: ' Surface Interflow Groundwater MITIGATED LAND USE ' Name : Bio Swale 1 Bottom Length: 13.00 ft. Bottom Width: 5.00 ft. ' Material thickness of first layer: 1.5 Material type for first layer: Amended 5 in/hr Material thickness of second layer: 1.5 ' Material type for second layer: GRAVEL Material thickness of third layer: 0 ' Material type for third layer: GRAVEL Infiltration On Infiltration rate: 1 .2 ' Infiltration safety factor: 1 Underdrain used Underdrain Diameter (ft) : 0.5 Orifice Diameter (in) : 1 ' Offset (in) : 6 Flow Through Underdrain (ac-ft) : 7.442 Total Outflow (ac-ft) : 13.589 Percent Through Underdrain: 54.76 Discharge Structure Riser Height: 0.5 ft. Riser Diameter: 12 in. ' Element Flows To: Outlet 1 Outlet 2 Bio Swale 1 Hydraulic Table Stage(ft) Area(ac) Volume(ac-ft) Discharge(cfs) Infilt(cfs) 1.0000 0.0069 0.0000 0.0000 0.0000 1 .0412 0.0068 0.0000 0.0000 0.0000 1.0824 0.0068 0.0001 0.0000 0.0000 1.1236 0.0067 0.0001 0.0000 0.0000 1 .1648 0.0066 0.0001 0.0000 0.0000 1.2060 0.0065 0.0001 0.0000 0.0000 1.2473 0.0065 0.0002 0.0000 0.0000 1.2885 0.0064 0.0002 0.0000 0.0000 ' 1.3297 0.0063 0.0002 0.0000 0.0000 1.3709 0.0062 0.0003 0.0000 0.0001 1.4121 0.0062 0.0003 0.0000 0.0001 1.4533 0.0061 0.0004 0.0000 0.0001 ' 1.4945 0.0060 0.0004 0.0000 0.0001 1.5357 0.0059 0.0004 0.0000 0.0001 1.5769 0.0059 0.0005 0.0000 0.0002 1.6181 0.0058 0.0005 0.0000 0.0002 1. 6593 0.0057 0.0006 0.0000 0.0002 1 .7005 0.0056 0.0006 0.0000 0.0002 1.7418 0.0056 0.0007 0.0000 0.0003 ' 1.7830 0.0055 0.0007 0.0000 0.0003 1.8242 0.0054 0.0008 0.0000 0.0004 1.8654 0.0053 0.0008 0.0000 0.0004 , 1 .9066 0.0053 0.0009 0.0000 0.0004 1. 9478 0.0052 0.0009 0.0000 0.0005 1. 9890 0.0051 0.0010 0.0000 0.0005 2.0302 0.0050 0.0010 0.0000 0.0006 ' 2.0714 0.0050 0.0011 0.0000 0.0007 2.1126 0.0049 0.0012 0.0004 0.0003 2.1538 0.0048 0.0012 0.0005 0.0003 2.1951 0.0048 0.0013 0.0006 0.0004 ' 2.2363 0.0047 0.0014 0.0007 0.0004 2.2775 0.0041 0.0014 0.0008 0.0005 2.3187 0.0045 0.0015 0.0009 0.0005 2.3599 0.0045 0.0015 0.0010 0.0006 2.4011 0.0044 0.0016 0.0011 0.0007 ' 2.4423 0.0043 0.0017 0.0013 0.0008 2.4835 0.0042 0.0018 0.0014 0.0009 2.5247 0.0042 0.0018 0.0016 0.0010 2.5659 0.0041 0.0019 0.0018 0.0011 ' 2.6071 0.0040 0.0020 0.0020 0.0012 2.6484 0.0039 0.0021 0.0025 0.0010 2.6896 0.0039 0.0021 0.0027 0.0010 2.7308 0.0038 0.0022 0.0029 0.0011 2.7720 0.0037 0.0023 0.0032 0.0012 2.8132 0.0036 0.0024 0.0035 0.0013 2.8544 0.0036 0.0025 0.0038 0.0014 ' 2.8956 0.0035 0.0025 0.0043 0.0013 2. 9368 0.0034 0.0026 0.0045 0.0013 2. 9780 0.0033 0.0027 0.0048 0.0014 3.0192 0.0033 0.0028 0.0054 0.0014 3.0604 0.0032 0.0029 0.0056 0.0014 3.1016 0.0031 0.0030 0.0060 0.0015 3.1429 0.0030 0.0031 0.0064 0.0013 3.1841 0.0030 0.0032 0.0064 0.0013 3.2253 0.0029 0.0032 0.0064 0.0013 3.2665 0.0028 0.0033 0.0064 0.0013 3.3077 0.0027 0.0034 0.0064 0.0013 3.3489 0.0027 0.0035 0.0064 0.0013 3.3901 0.0026 0.0036 0.0064 0.0013 3.4313 0.0025 0.0037 0.0064 0.0013 ' 3.4725 0.0025 0.0038 0.0014 0.0013 3.5137 0.0024 0.0039 0.0064 0.0013 3.5549 0.0023 0.0040 0.0064 0.0013 3.5962 0.0022 0.0041 0.0064 0.0013 3.6374 0.0022 0.0042 0.0064 0.0013 3.6786 0.0021 0.0044 0.0064 0.0013 3.7198 0.0020 0.0045 0.0064 0.0013 ' 3.7610 0.0011 0.0046 0.0064 0.0013 3.8022 0.0019 0.0047 0.0064 0.0013 3.8434 0.0018 0.0048 0.0064 0.0013 3.8846 0.0017 0.0049 0.0064 0.0013 3. 9258 0.0016 0.0050 0.0064 0.0013 3. 9670 0.0016 0.0051 0.0064 0.0013 4 .0000 0.0015 0.0052 0.0064 0.0013 Surface Bio Swale 1 Hydraulic Table Stage(ft) Area(ac) Volume(ac-ft) Discharge(cfs) To Amended(cfs) Wetted Surface 3.0000 0.0069 0.0052 0.0000 0.0079 0.0018 ' 3.0412 0.0070 0.0055 0.0000 0.0019 0.0118 3.0824 0.,0070 0.0058 0.0000 0.0081 0.0018 3.1236 0.0071 0.0061 0.0000 0.0083 0.0018 3.1648 0.0072 0.0064 0.0000 0.0085 0.0018 ' 3.2060 0.0073 0.0067 0.0000 0.0088 0.0018 3.2473 0.0073 0.0070 0.0000 0.0090 0.0018 3.2885 0.0074 0.0073 0.0000 0.0092 0.0018 ' 3.3297 0.0075 0.0076 0.0000 0.0094 0.0018 3.3709 0.0076 0.0079 0.0000 0.0096 0.0018 3.4121 0.0076 0.0082 0.0000 0.0098 0.0018 3.4533 0.0077 0.0085 0.0000 0.0100 0.0018 3.4945 0.0078 0.0089 0.0000 0.0102 0.0018 3.5357 0.0079 0.0092 0.0657 0.0105 0.0018 3.5769 0.0079 0.0095 0.2078 0.0107 0.0018 3.6181 0.0080 0.0098 0.3954 0.0109 0.0018 3.6593 0.0081 0.0102 0. 6194 0.0111 0.0018 3.7005 0.0082 0.0105 0.8747 0.0113 0.0018 3.7418 0.0082 0.0109 1.1577 0.0115 0.0018 3.7500 0.0083 0.0109 1.4659 0.0116 0.0000 , Name Surface Bio Swale 1 Element Flows To: , Outlet 1 Outlet 2 Bio Swale 7 , Name Basin 1 ' Bypass: No GroundWater: No Pervious Land Use Acres A B, Lawn, Mod .026 Pervious Total 0.026 Impervious Land Use Acres ' ROADS FLAT 0.104 Impervious Total 0.104 Basin Total 0.13 Element Flows To: Surface Interflow Groundwater Surface Bio Swale 1 Surface Bio Swale 1 ANALYSIS RESULTS Predeveloped Landuse Totals for POC #1 ' Total Pervious Area:0.026 Total Impervious Area:0.104 Mitigated Landuse Totals for POC #1 Total Pervious Area:0.026 Total Impervious Area:0.104 Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.026115 5 year 0.031856 10 year 0.035576 25 year 0.040227 50 year 0.043672 100 year 0.047113 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.012491 5 year 0.021676 10 year 0.029269 25 year 0.040698 50 year 0.050618 100 year 0.061806 Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1141 0.027 0.022 1950 0.041 0.018 1951 0.027 0.023 1952 0.023 0.006 ' 1953 0.021 0.006 1954 0.025 0.006 1955 0.027 0.022 1956 0.026 0.016 1957 0.029 0.027 1958 0.026 0.015 1959 0.020 0.010 1910 0.025 0.024 ' 1961 0.023 0.006 1962 0.023 0.006 1963 0.022 0.006 1964 0.026 0.007 1965 0.023 0.012 1966 0.023 0.006 1967 0.034 0.024 ' 1968 0.039 0.008 1969 0.021 0.016 1970 0.023 0.009 1971 0.022 0.006 1972 0.032 0.030 1973 0.021 0.010 1974 0.023 0.006 ' 1975 0.030 0.024 1976 0.021 0.006 1977 0.027 0.006 1978 0.034 0.028 1979 0.034 0.006 i 1980 0.028 0.017 , 1981 0.031 0.012 1982 0.043 0.040 , 1983 0.032 0.023 1984 0.024 0.006 1985 0.023 0.017 1986 0.027 0.025 1987 0.039 0.029 1988 0.019 0.006 1989 0.024 0.006 1990 0.043 0.041 1991 0.040 0.040 1992 0.024 0.011 1993 0.016 0.006 1994 0.019 0.006 1995 0.024 0.015 1996 0.029 0.027 , 1997 0.028 0.021 1998 0.030 0.007 Ranked Annual Peaks for Predeveloped and Mitigated. POC ##1 Rank Predeveloped Mitigated 1 0.0430 0.0407 2 0.0425 0.0403 3 0.0409 0.0400 4 0.0401 0.0298 5 0.0394 0.0294 , 6 0.0387 0.0283 7 0.0345 0.0272 8 0.0342 0.0265 , 9 0.0340 0.0252 10 0.0322 0.0244 11 0.0315 0.0239 12 0.0312 0.0237 13 0.0299 0.0229 14 0.0297 0.0229 15 0.0290 0.0225 16 0.0289 0.0220 ' 17 0.0280 0.0209 18 0.0279 0.0183 19 0.0274 0.0171 20 0.0266 0.0166 21 0.0266 0.0157 22 0.0266 0.0156 23 0.0265 0.0151 ' 24 0.0263 0.0148 25 0.0257 0.0124 26 0.0256 0.0119 27 0.0251 0.0108 28 0.0248 0.0102 29 0.0242 0.0098 30 0.0238 0.0086 ' 31 0.0236 0.0080 32 0.0235 0.0073 33 0.0232 0.0070 ' 34 0.0229 0.0064 ' 35 0.0227 0.0064 36 0.0227 0.0064 37 0.0227 0.0064 38 0.0227 0.0064 39 0.0226 0.0064 40 0.0226 0.0064 41 0.0222 0.0064 42 0.0216 0.0064 43 0.0209 0.0064 44 0.0207 0.0064 45 0.0207 0.0064 46 0.0206 0.0064 47 0.0202 0.0064 48 0.0195 0.0064 49 0.0190 0.0064 50 0.0163 0.0064 POC #1 Facility FAILED duration standard for 1+ flows. Flow(cfs) Predev Mit Percentage Pass/Fail 0.0131 1164 434 37 Pass 0.0134 1085 407 37 Pass 0.0137 998 390 39 Pass 0.0140 919 366 39 Pass 0.0143 852 347 40 Pass 0.0146 788 329 41 Pass 0.0149 729 310 42 Pass ' 0.0152 680 294 43 Pass 0.0155 636 284 44 Pass 0.0158 590 273 46 Pass 0.0161 562 256 45 Pass ' 0.0165 509 244 47 Pass 0.0168 466 227 48 Pass 0.0171 435 210 48 Pass 0.0174 412 200 48 Pass 0.0177 390 191 48 Pass 0.0180 365 183 50 Pass 0.0183 330 170 51 Pass 0.0186 312 156 50 Pass 0.0189 291 146 50 Pass 0.0192 269 141 52 Pass 0.0196 241 131 54 Pass 0.0199 227 122 53 Pass 0.0202 211 ill 52 Pass 0.0205 195 107 54 Pass 0.0208 187 98 52 Pass 0.0211 177 92 51 Pass 0.0214 164 86 52 Pass 0.0217 152 83 54 Pass 0.0220 140 81 57 Pass 0.0223 135 79 58 Pass 0.0226 127 71 55 Pass 0.0230 115 66 57 Pass 0.0233 105 63 60 Pass 0.0236 99 60 60 Pass ' 0.0239 92 57 61 Pass 0.0242 90 52 57 Pass 0.0245 85 48 56 Pass 0.0248 81 46 56 Pass 0.0251 75 45 60 Pass 0.0254 69 44 63 Pass 0.0257 63 41 65 Pass 0.0260 60 39 65 Pass 0.0264 55 35 63 Pass 0.0267 51 33 64 Pass 0.0270 47 30 63 Pass 0.0273 46 27 58 Pass 0.0276 44 27 61 Pass 0.0279 41 24 58 Pass 0.0282 36 23 63 Pass 0.0285 35 22 62 Pass 0.0288 34 20 58 Pass 0.0291 30 20 66 Pass 0.0294 30 16 53 Pass 0.0298 29 16 55 Pass ' 0.0301 26 16 61 Pass 0.0304 26 13 50 Pass 0.0307 26 13 50 Pass , 0.0310 25 12 48 Pass 0.0313 24 12 50 Pass 0.0316 21 12 57 Pass 0.0319 20 12 60 Pass 0.0322 20 11 55 Pass 0.0325 18 10 55 Pass 0.0328 17 10 58 Pass , 0.0332 17 10 58 Pass 0.0335 16 10 62 Pass 0.0338 16 10 62 Pass 0.0341 14 10 71 Pass 0.0344 12 10 83 Pass 0.0347 11 10 90 Pass 0.0350 11 10 90 Pass 0.0353 11 10 90 Pass ' 0.0356 10 9 90 Pass 0.0359 10 8 80 Pass 0.0363 10 7 70 Pass 0.0366 10 6 60 Pass 0.0369 10 5 50 Pass 0.0372 10 5 50 Pass 0.0375 10 4 40 Pass 0.0378 9 4 44 Pass 0.0381 9 4 44 Pass 0.0384 8 4 50 Pass ' 0.0387 6 4 66 Pass 0.0390 6 4 66 Pass 0.0393 5 4 80 Pass 0.0397 4 3 75 Pass , 0.0400 4 3 75 Pass 0.0403 3 3 100 Pass 0.0406 3 3 100 Pass , 0.0409 2 3 150 Fail ' 0.0412 2 3 150 Fail 0.0415 2 2 100 Pass 0.0418 2 2 100 Pass 0.0421 2 2 100 Pass 0.0424 2 2 100 Pass 0.0427 1 2 200 Fail 0.0431 1 2 200 Fail 0.0434 0 1 n/a Fail 0.0437 0 1 n/a Fail The development has an increase in flow durations from 1/2 Predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. Water Quality SMP Flow and Volume for POC #1 On-line facility volume: 0 acre-feet On-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Off-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Perind and Impind Changes ' No changes have been made. This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. ' In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2013; All Rights Reserved. WWHM4 RTN_SW2 EJ T lS 9+00- Cg AL ; File Edit View Help Summary Report Is 'l Schematic C3 ,Bio Swale 1 Mitigated _ SCENARIOS Facility Name Bio Swale 1 - Outlet 1 Outlet 2 Outlet 3 ❑Predeveloped Downstream Connection 0 10 10 � ❑ Mitigated Facility Type Bioretention Swale Use simple swale Default Swale ' 7Basic nSr_enario Underdrain Used Underdrain Qiameter (ft) 05 ,-Offset(in Elements Swale Bottom Elevation (ft) I' Orifice Diameter (in) .._46 J Swale Dimensions Flow Through Underdrain(acft) 18.197 ® Swale Length(it) 11i90 Total 0utfIow(a.c-ft) 18.3 Swale Bottom Width(ft) �5.000 Percen?Through Underdrain 99.44 Freeboard(ft) 0.250 Facility Dimension Diagram LF ' er-roa.d Flooding(ft) OOCi Effective Total Depth(ft) 3.75 Riser outlet Structure ' Bottom slope of Swale(ft/ft) 0.000 Outlet Structure Data Pro Elements Top and Bottom side slope(ft/ft) 0.010 Riser Height Above Swale surface(ft) Left Side Slope(H jV) 3.000 Riser Diameter(in) 12 Right Side Slope(HIV) 3. 000 Riser Type IFlat --, Material Layers for Swale Notch Type LID Toolbox Layer 1 Layer 2 Layer 3 -- Depth(ft) 1.500�i 1.500 OADO { Soil Layer 1 [Amended 5 injhr ' Soil Layer 2 GRA'VEL Orifice Diameter Height Soil Layer 3 GRAVEL Number (in) (ft) j Commercial Toolbox 1 r0 10 MINIMUM Edit Soil Types j2 F—� 10 KSat Safe actor ---- ty F 3 (o =-IIo-iA is None 2 < 4 Show Swale Table open Table Move Elements Swale Volume at Riser Head(acft) 011 { Native Infiltration YES Total Volume Infiltrated(acft) 0 Measured Infiltration Rate(injhr) Fo - Total Volume Through R.iser(acft) 16.3 )I Reduction Factor(infilt"factor) j W Total Volume Through Facility(acft) 18.3 Save xy Load ky Use Wetted Surface Area(sidewalk) —No !No --1 Percent Infiltrated 0 x Y E � 6/28/2013 112:57 PM ' WWHM4 PROJECT REPORT Project Name: RTN_SW2_EAST_119+00_ACTUAL Site Name: Harrington Ave ' Site Address: City : Renton Report Date: 6/28/2013 ' Gage : Seatac Data Start : 1948/10/01 Data End : 1998/09/30 ' Precip Scale: 1.00 Version : 2013/04/29 ' Low Flow Threshold for POC 1 : 50 Percent of the 2 Year High Flow Threshold for POC 1: 50 year PREDEVELOPED LAND USE ' Name : Basin 1 Bypass: No ' Groundwater: No Pervious Land Use Acres ' A B, Lawn, Mod .036 Pervious Total 0.036 ' Impervious Land Use Acres ROADS FLAT 0.144 Impervious Total 0.144 Basin Total 0.18 Element Flows To: ' Surface Interflow Groundwater ' MITIGATED LAND USE t Name : Bio Swale 1 Bottom Length: 25.00 ft. Bottom Width: 5.00 ft. Material thickness of first layer: 1.5 Material type for first layer: Amended 5 in/hr Material thickness of second layer: 1.5 ' Material type for second layer: GRAVEL Material thickness of third layer: 0 ' Material type for third layer: GRAVEL Infiltration On Infiltration rate: 0 Infiltration safety factor: 1 ' Underdrain used Underdrain Diameter (ft) : 0.5 Orifice Diameter (in) : 1 ' Offset (in) : F Flow Through Underdrain (ac-ft) : 18.197 Total Outflow (ac-ft) : 18.3 Percent Through Underdrain: 99.44 ' Discharge Structure Riser Height: 0.5 ft. Riser Diameter: 12 in. ' Element Flows To: Outlet 1 Outlet 2 Bio Swale 1 Hydraulic Table ' Stage(ft) Area(ac) Volume(ac-ft) Discharge(cfs) Infilt(cfs) 1.0000 0.0132 0.0000 0.0000 0.0000 ' 1.0412 0.0131 0.0001 0.0000 0.0000 1.0824 0.0130 0.0001 0.0000 0.0000 1.1236 0.0128 0.0002 0.0000 0.0000 1 .1648 0.0127 0.0002 0.0000 0.0000 ' 1.2060 0.0125 0.0003 0.0000 0.0000 1.2473 0.0124 0.0003 0.0000 0.0000 1.2885 0.0123 0.0004 0.0000 0.0000 ' 1.3297 0.0121 0.0005 0.0000 0.0000 1.3709 0.0120 0.0005 0.0000 0.0000 1.4121 0.0118 0.0006 0.0000 0.0000 1 .4533 0.0117 0.0007 0.0000 0.0000 ' 1.4945 0.0115 0.0008 0.0000 0.0000 1.5357 0.0114 0.0009 0.0000 0.0000 1.5769 0.0113 0.0009 0.0000 0.0000 ' 1.6181 0.0111 0.0010 0.0000 0.0000 1.6593 0.0110 0.0011 0.0000 0.0000 1 .7005 0.0108 0.0012 0.0000 0.0000 1.7418 0.0107 0.0013 0.0000 0.0000 ' 1.7830 0.0106 0.0014 0.0000 0.0000 1.8242 0.0104 0.0015 0.0000 0.0000 1.8654 0.0103 0.0016 0.0000 0.0000 ' 1.9066 0.0101 0.0017 0.0000 0.0000 1. 9478 0.0100 0.0018 0.0000 0.0000 1. 9890 0.0098 0.0019 0.0000 0.0000 2.0302 0.0097 0.0020 0.0000 0.0000 ' 2.0714 0.0096 0.0021 0.0000 0.0000 2.1126 0.0094 0.0022 0.0014 0.0000 2.1538 0.0093 0.0024 0.0015 0.0000 2.1951 0.0091 0.0025 0.0018 0.0000 ' 2.2363 0.0090 0.0026 0.0021 0.0000 2.2115 0.0088 0.0021 0.0021 0.0011 ' 2.3187 0.0087 0.0028 0.0028 0.0000 2.3599 0.0086 0.0030 0.0029 0.0000 2.4011 0.0084 0.0031 0.0036 0.0000 ' 2.4423 0.0083 0.0132 0.0138 0.0000 2.4835 0.0081 0.0034 0.0042 0.0000 2.5247 0.0080 0.0035 0.0047 0.0000 2.5659 0.0078 0.0037 0.0048 0.0000 ' 2.6071 0.0077 0.0038 0.0058 0.0000 2.6484 0.0076 0.0039 0.0061 0.0000 2.6896 0.0074 0.0041 0.0067 0.0000 ' 2.7308 0.0073 0.0042 0.0070 0.0000 2.7720 0.0071 0.0044 0.0072 0.0000 2.8132 0.0070 0.0046 0.0081 0.0000 2.8544 0.0068 0.0047 0.0088 0.0000 ' 2.8956 0.0067 0.0049 0.0090 0.0000 2.9368 0.0066 0.0050 0.0097 0.0000 2.9780 0.0064 0.0052 0.0103 0.0000 3.0192 0.0063 0.0054 0.0105 0.0000 ' 3.0604 0.0061 0.0055 0.0111 0.0000 3.1016 0.0060 0.0057 0.0117 0.0000 3.1429 0.0059 0.0059 0.0123 0.0000 3.1841 0.0057 0.0061 0.0129 0.0000 3.2253 0.0056 0.0062 0.0134 0.0000 3.2665 0.0054 0.0064 0.0135 0.0000 3.3077 0.0053 0.0066 0.0141 0.0000 ' 3.3489 0.0051 0.0068 0.0148 0.0000 3.3901 0.0050 0.0070 0.0148 0.0000 3.4313 0.0049 0.0072 0.0148 0.0000 ' 3.4725 0.0017 0.0074 0.0148 0.0000 3.5137 0.0046 0.0076 0.0148 0.0000 3.5549 0.0044 0.0078 0.0148 0.0000 3.5962 0.0043 0.0080 0.0148 0.0000 ' 3.6374 0.0041 0.0082 0.0148 0.0000 3.6786 0.0040 0.0084 0.0148 0.0000 3.7198 0.0039 0.0086 0.0148 0.0000 3.7610 0.0037 0.0088 0.0148 0.0000 ' 3.8022 0.0036 0.0090 0.0148 0.0000 3.8434 0.0034 0.0092 0.0148 0.0000 3.8846 0.0033 0.0094 0.0148 0.0000 ' 3.9258 0.0032 0.0097 0.0148 0.0000 3.9670 0.0030 0.0099 0.0148 0.0000 4.0000 0.0029 0.0101 0.0148 0.0000 ' Surface Bio Swale 1 Hydraulic Table Staae(ft) Area(ac) Volume(ac-ft) Discharge(cfs) To Amended(cfs) Wetted Surface 3.0000 0.0132 0.0101 0.0000 0.0152 0.0000 3.0412 0.0134 0.0106 0.0001 0.0152 0.0000 3.0824 0.0135 0.0112 0.0000 0.0156 0.0000 3.1236 0.0137 0.0117 0.0000 0.0160 0.0000 3.1648 0.0138 0.0123 0.0000 0.0164 0.0000 3.2060 0.0139 0.0129 0.0000 0.0168 0.0000 3.2473 0.0141 0.0134 0.0000 0.0173 0.0000 3.2885 0.0142 0.0140 0.0000 0.0177 0.0000 3.3217 0.0144 0.0141 0.0000 0.0181 0.0000 ' 3.3709 0.0145 0.0152 0.0000 0.0185 0.0000 3.4121 0.0147 0.0158 0.0000 0.0189 0.0000 ' 3.4533 0.0148 0.0164 0.0000 0.0193 0.0000 3.4945 0.0149 0.0170 0.0000 0.0197 0.0000 ' 3.5357 0.0151 0.0176 0.0657 0.0201 0.0000 3.5769 0.0152 0.0183 0.2078 0.0205 0.0000 3.6181 0.0154 0.0189 0.3954 0.0209 0.0000 ' 3.6593 0.0155 0.0195 0.6194 0.0213 0.0000 3.7005 0.0157 0.0202 0.8747 0.0217 0.0000 3.7418 0.0158 0.0208 1 .1577 0.0221 0.0000 3.7500 0.0158 0.0210 1.4659 0.0222 0.0000 ' Name Surface Bio Swale 1 Element Flows To: ' Outlet 1 Outlet 2 Bio Swale 1 ' Name : Basin 1 ' Bypass: No GroundWater: No ' Pervious Land Use Acres A B, Lawn, Mod .036 Pervious Total 0.036 ' Impervious Land Use Acres ' ROADS FLAT 0.144 Impervious Total 0.144 Basin Total 0.18 ' Element Flows To: Surface Interflow Groundwater ' Surface Bio Swale 1 Surface Bio Swale 1 ANALYSIS RESULTS ' Predeveloped Landuse Totals for POC #1 ' Total Pervious Area:0.036 Total Impervious Area:0.144 1 ' Mitigated Landuse Totals for POC #1 Total Pervious Area:0.036 ' Total Impervious Area:0.144 ' Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.03616 5 year 0.044109 ' 10 year 0.04926 25 year 0.055699 50 year 0.060469 ' 100 year 0.065233 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) ' 2 year 0.017399 5 year 0.025471 10 year 0.032007 25 year 0.041787 50 year 0.050287 100 year 0.059929 ' Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.037 0.015 1950 0.057 0.015 1951 0.037 0.031 1952 0.032 0.014 ' 1153 0.029 0.015 1954 0.034 0.014 1955 0.037 0.027 1956 0.035 0.015 ' 1957 0.040 0.024 1958 0.036 0.015 1959 0.028 0.015 ' 1960 0.035 0.032 1961 0.031 0.015 1962 0.031 0.013 1963 0.030 0.013 ' 1964 0.036 0.015 1965 0.032 0.015 1966 0.031 0.014 1967 0.047 0.018 1968 0.054 0.014 1969 0.029 0.015 1970 0.031 0.015 ' 1971 0.031 0.015 1972 0.045 0.031 1973 0.029 0.015 1974 0.031 0.013 1975 0.041 0.024 1976 0.028 0.014 1977 0.037 0.015 ' 1978 0.048 0.016 1979 0.047 0.014 1980 0.039 0.017 ' 1981 0.043 0.015 1982 0.059 0.054 ' 1983 0.044 0.015 1984 0.033 0.015 1985 0.031 0.015 , 1986 0.038 0.036 1987 0.055 0.041 1988 0.026 0.014 1989 0.033 0.012 ' 1990 0.060 0.054 1991 0.056 0.049 1992 0.033 0.015 1993 0.023 0.015 , 1994 0.027 0.011 1995 0.034 0.015 1996 0.040 0.040 ' 1997 0.039 0.031 1998 0.041 0.015 Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 , Rank Predeveloped Mitigated 1 0.0596 0.0542 ' 2 0.0,589 0.0540 3 0.0566 0.0488 4 0.0556 0.0405 5 0.0545 0.0401 , 6 0.0536 0.0359 7 0.0477 0.0320 8 0.0473 0.0313 ' 9 0.0471 0.0307 10 0.0446 0.0307 11 0.0437 0.0274 12 0.0432 0.0243 ' 13 0.0413 0.0237 14 0.0411 0.0180 15 0.0402 0.0171 16 0.0400 0.0162 ' 17 0.0388 0.0148 18 0.0386 0.0148 19 0.0379 0.0148 ' 20 0.0368 0.0148 21 0.0368 0.0148 22 0.0368 0.0148 23 0.0367 0.0148 ' 24 0.0364 0.0148 25 0.0356 0.0148 26 0.0354 0.0148 , 27 0.0347 0.0148 28 0.0344 0.0148 29 0.0336 0.0148 30 0.0330 0.0148 , 31 0.0327 0.0148 32 0.0325 0.0148 33 0.0321 0.0148 ' 34 0.0318 0.0148 ' 35 0.0315 0.0148 36 0.0315 0.0148 ' 37 0.0315 0.0148 38 0.0315 0.0147 39 0.0313 0.0145 ' 40 0.0312 0.0144 41 0.0307 0.0143 42 0.0300 0.0143 43 0.0289 0.0140 ' 44 0.0287 0.0136 45 0.0286 0.0135 46 0.0285 0.0135 ' 47 0.0280 0.0133 48 0.0270 0.0133 49 0.0263 0.0119 50 0.0225 0.0113 POC #1 ' Facility FAILED duration standard for 1+ flows. Flow(cfs) Predev Mit Percentage Pass/Fail ' 0.0181 1164 434 37 Pass 0.0185 1085 407 37 Pass 0.0189 998 390 39 Pass 0.0194 919 366 39 Pass ' 0.0198 852 347 40 Pass 0.0202 788 329 41 Pass 0.0206 729 310 42 Pass ' 0.0211 110 294 43 Pass 0.0215 636 284 44 Pass 0.0219 590 273 46 Pass 0.0224 562 256 45 Pass ' 0.0228 509 244 47 Pass 0.0232 466 227 48 Pass 0.0236 435 210 48 Pass ' 0.0241 412 201 48 Pass 0.0245 390 191 48 Pass 0.0249 365 183 50 Pass 0.0254 330 170 51 Pass ' 0.0258 312 156 50 Pass 0.0262 291 146 50 Pass 0.0266 269 141 52 Pass 0.0271 241 131 54 Pass ' 0.0275 227 122 53 Pass 0.0279 211 111 52 Pass 0.0284 195 107 54 Pass 0.0288 187 98 52 Pass 0.0292 177 92 51 Pass 0.0296 164 86 52 Pass 0.0301 152 83 54 Pass ' 0.0305 140 81 57 Pass 0.0309 135 79 58 Pass 0.0314 127 71 55 Pass ' 0.0318 115 66 57 Pass 0.0322 105 63 60 Pass 0.0326 99 60 60 Pass ' 0.0331 92 57 61 Pass 0.0335 90 52 57 Pass ' 0.0339 85 48 56 Pass 0.0344 81 46 56 Pass 0.0348 75 45 60 Pass , 0.0352 69 44 63 Pass 0.0356 63 41 65 Pass 0.0361 60 39 65 Pass 0.0365 55 35 63 Pass , 0.0369 51 33 64 Pass 0.0373 47 30 63 Pass 0.0378 46 27 58 Pass 0.0382 44 27 61 Pass ' 0.0386 41 24 58 Pass 0.0391 36 23 63 Pass 0.0395 35 22 62 Pass ' 0.0399 34 20 58 Pass 0.0403 30 20 66 Pass 0.0408 30 16 53 Pass 0.0412 29 16 55 Pass , 0.0416 26 16 61 Pass 0.0421 26 13 50 Pass 0.0425 26 13 50 Pass ' 0.0429 25 12 48 Pass 0.0433 24 12 50 Pass 0.0438 21 12 57 Pass 0.0442 20 12 60 Pass ' 0.0446 20 11 55 Pass 0.0451 18 10 55 Pass 0.0455 17 10 58 Pass ' 0.0459 17 10 58 Pass 0.0463 16 10 62 Pass 0.0468 16 10 62 Pass 0.0472 14 10 71 Pass ' 0.0476 12 10 83 Pass 0.0481 11 10 90 Pass 0.0485 11 10 90 Pass 0.0489 11 10 90 Pass ' 0.0493 10 9 90 Pass 0.0498 10 8 80 Pass 0.0502 10 7 70 Pass , 0.0506 10 6 60 Pass 0.0510 10 5 50 Pass 0.0515 10 5 50 Pass 0.0519 10 4 40 Pass , 0.0523 9 4 44 Pass 0.0528 9 4 44 Pass 0.0532 8 4 50 Pass ' 0.0536 6 4 66 Pass 0.0540 6 4 66 Pass 0.0545 5 4 80 Pass 0.0549 4 3 75 Pass ' 0.0553 4 3 75 Pass 0.0558 3 3 100 Pass 0.0562 3 3 100 Pass , 0.0566 2 3 150 Fail ' 0.0570 2 3 150 Fail 0.0575 2 2 100 Pass ' 0.0579 2 2 100 Pass 0.0583 2 2 100 Pass 0.0588 2 2 100 Pass ' 0.0592 1 2 200 Fail 0.0596 1 2 200 Fail 0.0600 0 1 n/a Fail 0.0605 0 1 n/a Fail ' The development has an increase in flow durations from 1/2 Predeveloped 2 year flow to the 2 year flow I or more than a 10% increase from the 2 year to the 50 year flow. Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0 acre-feet On-line facility target flow: cfs. Adjusted for 15 min: 0 cfs. Off-line facility target flow: '? cfs. ' Adjusted for 15 min: 0 cfs. Perind and Impind Changes No changes-have been made. ' This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright O by : Clear Creek Solutions, Inc. 2115-2113; All Rights Reserved. JnHM4 RTN_SWl_EAST_123+00_Actu File Edit View Zoom Help a ® A Ift 2nJ 61 MM 011 W0ANik141) C Schematic � I M� Sio Swale 1 Mitigated 1 SCENARIOS I Facility Name bio Swale 1 ------ ------ -- .—- Outlet 1 Outlet 2 Outlet 3 ❑, redeveloped Downstream Connection 0 D D hrlitigated Facility Type Bioretenbon Swale F Use simple Swale Default Swale Run Scenario f—v Underdrain Used Underdrain Diameter (ft) J&5 -j�Offset(in Basic Elements Swale Bottom Elevation (ft) 0 Orifice Diameter (in) 11 —� Swale Dimensions FlmetThrough Underdrain(ac-ft) 28.26E Swc-de Length(ft) 29.000 Total Outflow(ac ft) 28.558 S•,va.le Bottom Width(ft) 6.800 Percent Through Underdrain 98.98 Freeboard(ft) 0.250 Facility Dimension Diagram W lam 1z1 Over-road Flooding(ft) 0.000 ___ Effective Total Depth(ft) 3.75 Riser Outlet Structure Bottom slope of Swale(ft/ft) 0.000 Outlet Structure Data Pro Elements Top and Bottom side slope(ft/ft) 0.010 Riser Height Above Swale surface(ft) 10.5 - -! .-- El CAd Left Side Slope(H/V) 3000 Riser Diameter(in) 12 --j- �W Right Side Slope(HIV) 3A00 Riser Type Flat . ff Material Layers for Swale Notch Type LID Toolbox Layer 1 Layer 2 Layer 3 Depth(ft) 1.500 1.500 0.000 Soil Layer 1 ,�I mended 5 in/hr Soil Layer 2 GRAVEL � Orifice Diameter Height Soil Layer 3 GRAVEL_ Number (in) (ft) Commemia.l Toolbox Edit D -� 1d Edit Soil Types 2 Fi 16 4 KSat Safety Factor - 3 10 10 •ve Elements None 2 4 Show Swale Table Open Table Mo - i Swale Volume at Riser Head(a.c-ft) .014 I Native Infiltration >ES Total Volume Infiltrated(ace ft) 0 Measured Infiltration Rate(in/hr.) 10 --t Total Volume Through Riser(ac-ft) 28.558 Reduction Factor(infilt"factor) 11 �-,tA Total Volume Through Facility(ac-ft) 28.558 Save xy Load x y Use Wetted Surface Area.(sidewalIs) INO - � Percent Infiltrated 0 6j 2u 2013 12:08 PM u ° 12:08 PM 6/20/2013 ' WWHM4 PROJECT REPORT 1 Project Name: RTN_SW1_EAST_123+00_Actual Site Name: Harrington Ave ' Site Address: City : Renton Report Date: 6/20/2013 Gage : Seatac Data Start : 1948/10/01 Data End : 1998/09/30 Precip Scale: 1.00 Version : 2013/04/29 ' Low Flow Threshold for POC 1 50 Percent of the 2 Year High Flow Threshold for POC 1: 50 year PREDEVELOPED LAND USE Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use Acres ' A B, Lawn, Mod .056 Pervious Total 0.056 ' Impervious Land Use Acres ROADS FLAT 0.224 ' Impervious Total 0.224 Basin Total 0.28 Element Flows To: Surface Interflow Groundwater MITIGATED LAND USE Name : Bio Swale 1 Bottom Length: 29.00 ft. Bottom Width: 6.80 ft. ' Material thickness of first layer: 1 .5 Material type for first layer: Amended 5 in/hr Material thickness of second layer: 1.5 Material type for second layer: GRAVEL Material thickness of third layer: 0 ' Material type for third layer: GRAVEL Infiltration On Infiltration rate: 0 Infiltration safety factor: 1 , Underdrain used Underdrain Diameter (ft) : 0.5 Orifice Diameter (in) : 1 ' Offset (in) : 6 Flow Through Underdrain (ac-ft) : 28.266 Total Outflow (ac-ft) : 28.558 Percent Through Underdrain: 98.98 Discharge Structure Riser Height: 0.5 ft. Riser Diameter: 12 in. ' Element Flows To: Outlet 1 Outlet 2 i Bio Swale 1 Hydraulic Table ' Stage(ft) Area(ac) Volume(ac-ft) Discharge(cfs) Infilt(cfs) 1.0000 0.0165 0.0000 0.0000 0.0000 1.0412 0.0164 0.0001 0.0000 0.0000 1.0824 0.0162 0.0002 0.0000 0.0000 1.1236 0.0161 0.0002 0.0000 0.0000 1.1648 0.0159 0.0003 0.0000 0.0000 , 1.2060 0.0158 0.0004 0.0000 0.0000 1 .2473 0.0156 0.0005 0.0000 0.0000 1 .2885 0.0154 0.0006 0.0000 0.0000 1.3297 0.0153 0.0007 0.0000 0.0000 1.3709 0.0151 0.0008 0.0000 0.0000 1.4121 0.0149 0.0009 0.0000 0.0000 1 .4533 0.0148 0.0010 0.0000 0.0000 ' 1 .4945 0.0146 0.0011 0.0000 0.0000 1.5357 0.0144 0.0013 0.0000 0.0000 1.5769 0.0143 0.0614 0.0000 0.0000 ' 1.6181 0.0141 0.0015 0.0000 0.0000 1.6593 0.0139 0.0016 0.0000 0.0000 1.7005 0.0138 0.0017 0.0000 0.0000 1.7418 0.0136 0.0019 0.0000 0.0000 ' 1.7830 0.0134 0.0020 0.0000 0.0000 1.8242 0.0133 0.0021 0.0000 0.0000 1.8654 0.0131 0.0023 0.0000 0.0000 1. 9066 0.0129 0.0024 0.0000 0.0000 ' 1. 9478 0.0128 0.0026 0.0000 0.0000 1.9890 0.0126 0.0027 0.0000 0.0000 2.0302 0.0124 0.0029 0.0000 0.0000 , 2.0714 0.0123 0.0030 0.0000 0.0000 2.1126 0.0121 0.0032 0.0022 0.0000 2.1538 0.0119 0.0033 0.0024 0.0000 2.1951 0.0118 0.0035 0.0028 0.0000 , ' 2.2363 0.0116 0.0036 0.0029 0.0000 2.2115 0.0115 0.0138 0.0038 0.0100 2.3187 0.0113 0.0040 0.0041 0.0000 2.3599 0.0111 0.0041 0.0046 0.0000 2.4011 0.0110 0.0043 0.0048 0.0000 ' 2.4423 0.0108 0.0145 0.0051 0.0000 2.4835 0.0106 0.0047 0.0061 0.0000 2.5247 0.0105 0.0048 0.0071 0.0000 2.5659 0.0103 0.0050 0.0072 0.0000 ' 2. 6071 0.0101 0.0052 0.0081 0.0000 2.6484 0.0100 0.0054 0.0087 0.0000 2.6896 0.0098 0.0056 0.0090 0.0000 2.7301 0.0016 0.0058 0.0097 0.0000 2.7720 0.0095 0.0060 0.0105 0.0000 2.8132 0.0093 0.0062 0.0111 0.0000 2.8544 0.0091 0.0064 0.0111 0.0000 2.8956 0.0090 0.0066 0.0117 0.0000 2. 9368 0.0088 0.0068 0.0123 0.0000 2. 9780 0.0086 0.0070 0.0129 0.0000 3.0192 0.0115 0.0072 0.0135 0.0000 ' 3.0604 0.0083 0.0075 0.0140 0.0000 3.1016 0.0082 0.0077 0.0145 0.0000 3.1429 0.0080 0.0079 0.0150 0.0000 3.1841 0.0078 0.0081 0.0154 0.0000 3.2253 0.0077 0.0083 0.0159 0.0000 3.2665 0.0075 0.0086 0.0164 0.0000 3.3077 0.0073 0.0088 0.0168 0.0000 ' 3.3489 0.0072 0.0091 0.0172 0.0000 3.3901 0.0070 0.0093 0.0176 0.0000 3.4313 0.0068 0.0095 0.0180 0.0000 ' 3.4725 0.0017 0.0098 0.0184 0.0000 3.5137 0.0065 0.0100 0.0188 0.0000 3.5549 0.0063 0.0103 0.0193 0.0000 3.5962 0.0062 0.0105 0.0200 0.0000 3. 6374 0.0060 0.0108 0.0207 0.0000 3. 6786 0.0058 0.0110 0.0214 0.0000 3.7198 0.0057 0.0113 0.0221 0.0000 ' 3.7610 0.0055 0.0116 0.0227 0.0000 3.8022 0.0054 0.0118 0.0233 0.0000 3.8434 0.0052 0.0121 0.0234 0.0000 3.8846 0.0050 0.0124 0.0234 0.0000 ' 3.9258 0.0049 0.0127 0.0234 0.0000 3. 9670 0.0047 0.0129 0.0234 0.0000 4.0000 0.0045 0.0132 0.0234 0.0000 ' Surface Bio Swale 1 Hydraulic Table Stage(ft) Area(ac) Volume(ac-ft) Discharge(cfs) To Amended(cfs) Wetted Surface 3.0000 0.0165 0.0132 0.0000 0.0240 0.0000 3.0412 0.0117 0.0139 0.0000 0.0240 0.0000 3.0824 0.0169 0.0145 0.0000 0.0246 0.0000 3.1236 0.0170 0.0152 0.0000 0.0253 0.0000 3.1648 0.0172 0.0159 0.0000 0.0259 0.0000 ' 3.2060 0.0174 0.0167 0.0000 0.0266 0.0000 3.2473 0.0175 0.0174 0.0000 0.0272 0.0000 3.2885 0.0177 0.0181 0.0000 0.0279 0.0000 3.3297 0.0179 0.0188 0.0000 0.0285 0.0000 ' 3.3709 0.0180 0.0196 0.0000 0.0291 0.0000 3.4121 0.0182 0.0203 0.0000 0.0298 0.0000 ' 3.4533 0.0184 0.0211 0.0000 0.0304 0.0000 3.4945 0.0185 0.0218 0.0000 0.0311 0.0000 3.5357 0.0187 0.0226 0.0657 0.0317 0.0000 3.5769 0.0189 0.0234 0.2078 0.0323 0.0000 3.6181 0.0190 0.0242 0.3954 0.0330 0.0000 ' 3.6593 0.0192 0.0249 0.6194 0.0336 0.0000 3.7005 0.0194 0.0257 0.8747 0.0343 0.0000 3.7418 0.0195 0.0265 1.1577 0.0349 0.0000 3.7500 0.0196 0.0267 1.4659 0.0350 0.0000 ' Name Surface Bio Swale 1 Element Flows To: Outlet 1 Outlet 2 Bio Swale 1 ' Name : Basin 1 , Bypass: No Groundwater: No Pervious Land Use Acres ' A B, Lawn, Mod .056 Pervious Total 0.056 , Impervious Land Use Acres , ROADS FLAT 0.224 Impervious Total 0.224 Basin Total 0.28 ' Element Flows To: Surface Interflow Groundwater ' Surface Bio Swale 1 Surface Bio Swale 1 ANALYSIS RESULTS ' Predeveloped Landuse Totals for POC #1 ' Total Pervious Area:0.056 Total Impervious Area:0.224 ' Mitigated Landuse Totals for POC #1 Total Pervious Area:0.056 Total Impervious Area:0.224 ' Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.056248 5 year 0.068614 ' 10 year 0.076626 25 year 0.086642 50 year 0.094063 100 year 0.101473 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) ' 2 year 0.027646 5 year 0.043702 10 year 0.057219 25 year 0.078089 ' 50 year 0.096736 100 year 0.118348 Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.057 0.035 1950 0.088 0.021 1951 0.057 0.054 1952 0.050 0.020 ' 1953 0.045 0.021 1954 0.053 0.020 1955 0.057 0.053 1956 0.055 0.027 ' 1957 0.062 0.046 1958 0.057 0.027 1959 0.044 0.021 1961 0.054 0.048 1961 0.049 0.021 1962 0.049 0.019 1963 0.047 0.020 ' 1964 0.055 0.021 1965 0.049 0.021 1966 0.049 0,021 1967 0.074 0.057 1968 0.083 0.021 1969 0.045 0.021 1970 0.049 0.021 ' 1971 0.048 0.021 1972 0.069 0.060 1973 0.045 0.021 1974 0.049 0.019 ' 1975 0.064 0.064 1976 0.044 0.021 1977 0.057 0.021 ' 1978 0.074 0.039 1979 0.073 0.021 1980 0.060 0.034 , 1981 0.067 0.021 1982 0.092 0.087 ' 1983 0.068 0.032 1984 0.051 0.021 1985 0.049 0.021 ' 1986 0.059 0.059 1987 0.085 0.059 1988 0.041 0.020 1989 0.051 0.017 ' 1990 0.093 0.089 1991 0.086 0.090 1992 0.051 0.021 1993 0.035 0.021 1994 0.042 0.016 1995 0.052 0.021 1996 0.063 0.064 , 1997 0.060 0.048 1998 0.064 0.021 Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 ' Rank Predeveloped Mitigated 1 0.0927 0.0896 ' 2 0.0916 0.0889 3 0.0880 0.0874 4 0.0864 0.0638 5 0.0848 0.0637 6 0.0833 0.0603 7 0.0742 0.0595 8 0.0736 0.0594 ' 9 0.0733 0.0572 10 0.0694 0.0540 11 0.0679 0.0534 12 0.0673 0.0480 13 0.0643 0.0477 14 0.0639 0.0457 15 0.0626 0.0385 16 0.0623 0.0351 ' 17 0.0603 0.0339 18 0.0601 0.0322 19 0.0589 0.0272 ' 20 0.0573 0.0266 21 0.0573 0.0209 22 0.0572 0.0208 23 0.0571 0.0208 ' 24 0.0567 0.0208 25 0.0553 0.0208 26 0.0551 0.0208 27 0.0540 0.0207 , 28 0.0535 0.0207 29 0.0522 0.0207 30 0.0513 0.0207 , 31 0.0509 0.0207 32 0.0506 0.0207 33 0.0500 0.0207 , 34 0.0494 0.0207 ' 35 0.0490 0.0207 36 0.0481 0.0206 ' 37 0.0489 0.0206 38 0.0489 0.0206 39 0.0487 0.0206 ' 40 0.0481 0.0206 41 0.0477 0.0205 42 0.0466 0.0205 43 0.0450 0.0205 ' 44 0.0446 0.0202 45 0.0446 0.0199 46 0.0443 0.0197 ' 47 0.0435 0.0187 48 0.0419 0.0186 49 0.0408 0.0170 50 0.0350 0.0162 ' POC #1 Facility FAILED duration standard for 1+ flows. Flow(cfs) Predev Mit Percentage Pass/Fail ' 0.0281 1166 145 12 Pass 0.0288 1085 137 12 Pass 0.0295 999 133 13 Pass 0.0301 919 127 13 Pass 0.0308 853 121 14 Pass 0.0315 788 115 14 Pass 0.0321 729 110 15 Pass ' 0.0328 Ill 107 15 Pass 0.0335 636 104 16 Pass 0.0341 590 99 16 Pass 0.0348 562 97 17 Pass 0.0355 508 93 18 Pass 0.0361 466 87 18 Pass 0.0368 435 87 20 Pass 0.0374 412 84 20 Pass 0.0381 388 80 20 Pass 0.0388 365 77 21 Pass 0.0394 330 71 21 Pass 0.0401 312 68 21 Pass 0.0408 291 65 22 Pass 0.0414 269 62 23 Pass 0.0421 231 59 24 Pass ' 0.0428 226 57 25 Pass 0.0434 210 53 25 Pass 0.0441 195 50 25 Pass ' 0.0448 187 46 24 Pass 0.0454 177 46 25 Pass 0.0461 164 44 26 Pass 0.0468 151 43 28 Pass ' 0.0474 140 40 28 Pass 0.0481 135 35 25 Pass 0.0488 127 34 26 Pass ' 0.0494 115 32 27 Pass 0.0501 105 29 27 Pass 0.0508 99 29 29 Pass ' 0.0514 92 27 29 Pass 0.0521 90 27 30 Pass ' 0.0528 85 27 31 Pass 0.0534 81 26 32 Pass 0.0541 75 24 32 Pass 0.0548 69 24 34 Pass 0.0554 63 24 38 Pass 0.0561 60 24 40 Pass 0.0568 55 23 41 Pass ' 0.0574 51 21 41 Pass 0.0581 47 20 42 Pass 0.0588 46 18 39 Pass 0.0594 43 17 39 Pass ' 0.0601 41 15 36 Pass 0.0608 36 14 38 Pass 0.0614 35 12 34 Pass , 0.0621 34 12 35 Pass 0.0628 30 12 40 Pass 0.0634 30 11 36 Pass 0.0641 28 8 28 Pass ' 0.0648 26 8 30 Pass 0.0654 26 8 30 Pass 0.0661 26 8 30 Pass ' 0.0668 25 8 32 Pass 0.0674 24 8 33 Pass 0.0681 21 8 38 Pass 0.0688 20 8 40 Pass 0.0694 19 7 36 Pass 0.0701 18 6 33 Pass 0.0708 17 6 35 Pass , 0.0714 17 6 35 Pass 0.0721 16 6 37 Pass 0.0727 16 6 37 Pass 0.0734 14 6 42 Pass 0.0741 12 6 50 Pass 0.0747 11 6 54 Pass 0.0754 11 6 54 Pass 0.0761 11 6 54 Pass ' 0.0767 10 6 60 Pass 0.0774 10 6 60 Pass 0.0781 10 6 60 Pass 0.0787 10 6 60 Pass 0.0794 10 6 60 Pass 0.0801 10 6 60 Pass 0.0807 10 6 60 Pass ' 0.0814 9 6 66 Pass 0.0821 9 6 66 Pass 0.0827 8 6 75 Pass ' 0.0834 6 6 100 Pass 0.0841 6 6 100 Pass 0.0847 5 5 100 Pass 0.0854 4 5 125 Fail ' 0.0861 4 5 125 Fail 0.0867 3 5 166 Fail 0.0874 3 3 100 Pass ' 0.0881 2 3 150 Fail 1 ' 0.0887 2 2 100 Pass 0.0891 2 1 50 Pass 0.0901 2 0 0 Pass 0.0907 2 0 0 Pass 0.0914 2 0 0 Pass 0.0921 1 0 0 Pass 0.0927 0 0 0 Pass 0.0934 0 0 0 Pass 0.0941 0 0 0 Pass The development has an increase in flow durations from 1/2 Predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. ' Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0 acre-feet On-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Off-line facility target flow: 0 cfs. ' Adjusted for 15 min: 0 cfs. Perind and Impind Changes No changes have been made. ' This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such ' damages. Software Copyright 0 by : Clear Creek Solutions, Inc. 2011-2111; All Rights Reserved. r r t JKWHM4 RTN_SW3_WEST_105+0077U ■- I '` IF Edit View Help Summary Report Il r -�, ID ,chematic o ll_ C1 1 6 $io Swale 1 Mitigated SCENARIOS Facility Name 113io Swale 1 Outlet 1 Outlet 2 Outlet 3 E developed Downstream Connection Facility Type �Bioretention Swale gated F Use simple Swale P Default Swale Run Scenario Underdrain Used Underdrain Diameter (ft) 0.5 --:,�Offset(in: li, asic Elements Swale Bottom Elevation (ft) 0 Orifice Diameter (in} !� t46 i I Swale Dimensions Flow Through Underdrain(a.ctt) 17.368 Swale Length(ftj r t r Total Outflow(ac-ft) 29.557 Swale Bottom Width(ft) 4.000 Percent Through Underdrain 58.76 Do Swale 1 Freeboard(ft) D.250 Facility Dimension Diagram iv-er-road Flooding(ff) QL0[I Effective Total Depth(ft) 3.75 IRiser Outlet Structure Bottom slope of Swale(ft/ft) 0.000 Outlet Structure Data Pro Elements Top and Bottom side slope(ft/ft) i0.01 Riser Height Above Swale surface(ft) o.5 -�l L ll K=Ab V Left Side Slope(H/\) 3.00� Riser Diameter(in) 12 � ) ai4-+ Right Side Slope(HM 3.00D Riser Type Flat Material Layers for Swale Notch Type LID Toolbox Layer 1 Layer 2 Layer 3 q Depth(ft) 1:500 1.500 �O.00tG'x Soil Layer 1 Amended 5 in/hr • Soil Layer 2 GRAVEL Orifice Diameter Height rSoil Layer 3 GRAVEL _�J Number (in) (ft) Commercial Toolbox 1 Ip -H F� Edit Soil Types 2 10 --H 10 —:- KSat Safety Factor - --- -- 3 ��"_:� Fo — ove Elements None 2 f` 4 Show Swale Table 10pen Table _? Swale Volume at Riser Head(ac-ft) .008 Native Infiltration YES -H Total Volume Infiltrated(ac-ft) 9.983 �► t�teasured Infiltration Rate(inJhr) 1 2 � Total Volume Through Riser(ac-ft) 19.574 r _ �- Reduction Factor(infilY factor) i' _ Total Volume Through Facility(ao-ft) 29.557 Save x.y Load xy Use Wetted Surface Area(sidewalls) INC, Percent Infiltrated 33.78 Y 18W � 1 ►f _ ----- -- - 6rtOJ2n1 1, ,h Pl,d 12:26 PM WAN r 6/20/2013 r r WWHM4 PROJECT REPORT Project Name: RTN_SW3_WEST_105+00_ACTUAL Site Name: Harrington Ave Site Address: City . Renton Report Date: 6/20/2013 1 Gage : Seatac Data Start : 1948/10/01 Data End : 1998/09/30 Precip Scale: 1.00 Version : 2013/04/29 ' Low Flow Threshold for POC 1 : 50 Percent of the 2 Year LHigh Flow Threshold for POC 1: 50 year PREDEVELOPED LAND USE Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use Acres ' A B, Lawn, Mod .096 Pervious Total 0.096 Impervious Land Use Acres ROADS FLAT 0.224 Impervious Total 0.224 Basin Total 0.32 Element Flows To: ' Surface Interflow Groundwater MITIGATED LAND USE ' Name : Bio Swale 1 Bottom Length: 20.00 ft. Bottom Width: 4.00 ft. Material thickness of first layer: 1 .5 Material type for first layer: Amended 5 in/hr Material thickness of second layer: 1.5 ' Material type for second layer: GRAVEL Material thickness of third layer: 0 Material type for third layer: GRAVEL Infiltration On Infiltration rate: 1 .2 Infiltration safety factor: 1 Underdrain used Underdrain Diameter (ft) : 0.5 Orifice Diameter (in) : 1 Offset (in) : 6 Flow Through Underdrain (ac-ft) : 17.368 Total Outflow (ac-ft) : 29.557 Percent Through Underdrain: 58.76 Discharge Structure Riser Height: 0.5 ft. Riser Diameter: 12 in. Element Flows To: Outlet 1 Outlet 2 Bio Swale 1 Hydraulic Table Stage(ft) Area(ac) Volume(ac-ft) Discharge(cfs) Infilt(cfs) 1.0000 0.0101 0.0000 0.0000 0.0000 1 .0412 0.0100 0.0000 0.0000 0.0000 1 .0824 0.0099 0.0001 0.0000 0.0000 1.1236 0.0098 0.0001 0.0000 0.0000 1 .1648 0.0097 0.0001 0.0000 0.0000 1.2060 0.0096 0.0002 0.0000 0.0000 1.2473 0.0095 0.0002 0.0000 0.0000 1.2885 0.0094 0.0003 0.0000 0.0000 , 1.3297 0.0092 0.0003 0.0000 0.0001 1 .3709 0.0091 0.0004 0.0000 0.0001 1.4121 0.0090 0.0004 0.0000 0.0001 1.4533 0.0089 0.0005 0.0000 0.0001 1.4945 0.0088 0.0005 0.0000 0.0001 1.5357 0.0087 0.0006 0.0000 0.0002 1.5769 0.0086 0.0006 0.0000 0.0002 1. 6181 0.0084 0.0007 0.0000 0.0002 1. 6593 0.0083 0.0008 0.0000 0.0003 1.7005 0.0082 0.0008 0.0000 0.0003 1.7418 0.0081 0.0009 0.0000 0.0003 1.7830 0.0080 0.0010 0.0000 0.0004 1 .8242 0.0079 0.0010 0.0000 0.0004 1.8654 0.0078 0.0011 0.0000 0.0005 1. 9066 0.0076 0.0012 0.0000 0.0005 1.9478 0.0075 0.0013 0.0000 0.0006 1.9890 0.0074 0.0013 0.0000 0.0007 2.0302 0.0073 0.0014 0.0000 0.0007 , 2.0714 0.0072 0.0015 0.0000 0.0008 2.1126 0.0071 0.0016 0.0005 0.0004 2.1538 0.0070 0.0017 0.0005 0.0004 2.1951 0.0068 0.0017 0.0006 0.0005 ' 2.2363 0.0067 0.0018 0.0008 0.0006 2.2775 0.0166 0.0011 0.0001 0.0007 2.3187 0.0065 0.0020 0.0010 0.0008 2.3599 0.0064 0.0021 0.0011 0.0009 2.4011 0.0063 0.0022 0.0013 0.0010 2.4423 0.0062 0.0023 0.0015 0.0011 2.4835 0.0060 0.0024 0.0016 0.0012 2.5247 0.0059 0.0025 0.0018 0.0014 2.5659 0.0058 0.0026 0.0024 0.0011 2.6071 0.0057 0.0027 0.0025 0.0012 2.6484 0.0056 0.0028 0.0028 0.0013 2.6896 0.0055 0.0030 0.0031 0.0014 2.7308 0.0054 0.0031 0.0034 0.0016 2.7720 0.0052 0.0032 0.0039 0.0014 2.8132 0.0051 0.0033 0.0041 0.0015 2.8544 0.0050 0.0034 0.0045 0.0016 ' 2.8956 0.0049 0.0035 0.0049 0.0018 2. 9368 0.0048 0.0037 0.0055 0.0017 2. 9780 0.0047 0.0038 0.0057 0.0018 3.0192 0.0146 0.0039 0.0063 0.0017 3.0604 0.0045 0.0040 0.0065 0.0018 3.1016 0.0043 0.0042 0.0071 0.0018 3.1429 0.0042 0.0043 0.0074 0.0018 3.1841 0.0041 0.0044 0.0078 0.0016 3.2253 0.0040 0.0046 0.0078 0.0016 3.2665 0.0039 0.0047 0.0078 0.0016 3.3077 0.0031 0.0048 0.0078 0.0016 3.3489 0.0037 0.0050 0.0078 0.0016 3.3901 0.0035 0.0051 0.0078 0.0016 3.4313 0.0034 0.0053 0.0078 0.0016 3.4725 0.0033 0.0054 0.0078 0.0016 3.5137 0.0032 0.0056 0.0078 0.0016 3.5549 0.0031 0.0057 0.0078 0.0016 3.5962 0.0030 0.0059 0.0078 0.0016 3. 6374 0.0029 0.0060 0.0078 0.0016 3.6786 0.0027 0.0062 0.0078 0.0016 3.7198 0.0026 0.0063 0.0078 0.0016 3.7610 0.0025 0.0065 0.0078 0.0016 3.8022 0.0024 0.0067 0.0078 0.0016 3.8434 0.0023 0.0068 0.0078 0.0016 3.8846 0.0022 0.0070 0.0078 0.0016 3.9258 0.0021 0.0072 0.0078 0.0016 3.9670 0.0020 0.0073 0.0078 0.0016 4 .0000 0.0018 0.0075 0.0078 0.0016 Surface Bio Swale 1 Hydraulic Table Staae(ft) Area(ac) Volume(ac-ft) Discharge(cfs) To Amended(cfs) Wetted Surface 3.0000 0.0101 0.0075 0.0000 0.0097 0.0022 3.0412 0.0102 0.0079 0.0001 0.0097 0.0022 3.0824 0.0104 0.0083 0.0000 0.0100 0.0022 3.1236 0.0105 0.0087 0.0000 0.0103 0.0022 3.1648 0.0106 0.0092 0.0000 0.0105 0.0022 3.2060 0.0107 0.0096 0.0000 0.0108 0.0022 3.2473 0.0108 0.0101 0.0000 0.0110 0.0022 3.2885 0.0109 0.0105 0.0000 0.0113 0.0022 3.3297 0.0110 0.0110 0.0000 0.0116 0.0022 3.3709 0.0112 0.0114 0.0000 0.0118 0.0022 3.4121 0.0113 0.0119 0.0000 0.0121 0.0022 3.4533 0.0114 0.0124 0.0000 0.0123 0.0022 3.4945 0.0115 0.0128 0.0000 0.0126 0.0022 3.5357 0.0116 0.0133 0.0657 0.0129 0.0022 3.5769 0.0117 0.0138 0.2078 0.0131 0.0022 3.6181 0.0118 0.0143 0.3954 0.0134 0.0022 3.6593 0.0120 0.0148 0.6194 0.0136 0.0022 3.7005 0.0121 0.0153 0.8747 0.0139 0.0022 3.7418 0.0122 0.0158 1.1577 0.0142 0.0022 3.7500 0.0122 0.0159 1.4659 0.0142 0.0000 Name Surface Bio Swale 1 Element Flows To: Outlet 1 Outlet 2 Bio Swale 1 ' Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use Acres A B, Lawn, Mod .096 Pervious Total 0.096 Impervious Land Use Acres ROADS FLAT 0.224 Impervious Total 0.224 Basin Total 0.32 Element Flows To: Surface Interflow Groundwater Surface Bio Swale 1 Surface Bio Swale 1. ANALYSIS RESULTS Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.096 Total Impervious Area:0.224 Mitigated Landuse Totals for POC #1 Total Pervious Area:0.096 Total Impervious Area:0.224 ' Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.056476 5 year 0.069092 10 year 0.077285 25 year 0.087544 50 year 0.095156 100 year 0.102766 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.046229 5 year 0.063506 10 year 0.073325 25 year 0.084129 50 year 0.091179 100 year 0.0975 Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1149 0.057 0.057 1950 0.093 0.084 1951 0.059 0.056 1952 0.050 0.039 1953 0.045 0.035 1954 0.054 0.038 1955 0.057 0.050 1956 0.055 0.050 1957 0.062 0.056 1958 0.057 0.036 1959 0.044 0.040 1910 0.054 0.052 1961 0.050 0.036 1962 0.049 0.025 1963 0.047 0.030 1964 0.056 0.042 1965 0.049 0.036 1966 0.049 0.044 1167 0.074 0.069 1968 0.083 0.053 1969 0.045 0.043 1970 0.049 0.047 1971 0.048 0.045 1972 0.072 0.066 1973 0.045 0.030 1974 0.049 0.027 1975 0.064 0.057 1976 0.044 0.046 1977 0.057 0.030 1978 0.074 0.068 1979 0.073 0.032 1980 0.060 0.062 1981 0.067 0.063 1982 0.092 0.094 1983 0.068 0.062 1984 0.051 0.026 1985 0.049 0.047 1986 0.059 0.059 1987 0.085 0.064 1988 0.041 0.030 1989 0.051 0.014 1990 0.094 0.092 1991 0.087 0.089 1992 0.051 0.046 1993 0.035 0.029 1994 0.042 0.012 1995 0.052 0.039 1996 0.064 0.063 1997 0.061 0.052 1998 0.064 0.032 Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 ' Rank Predeveloped Mitigated 1 0.0936 0.0941 2 0.0927 0.0922 3 0.0916 0.0888 4 0.0868 0.0844 5 0.0848 0.0690 6 0.0833 0.0676 7 0.0742 0.0661 8 0.0736 0.0644 9 0.0733 0.0633 10 0.0717 0.0625 11 0.0679 0.0624 12 0.0673 0.0623 13 0.0643 0.0594 14 0.0643 0.0570 15 0.0639 0.0567 16 0.0623 0.0565 17 0.0612 0.0564 18 0.0603 0.0534 19 0.0591 0.0523 20 0.0588 0.0516 21 0.0573 0.0504 22 0.0572 0.0502 23 0.0571 0.0474 24 0.0567 0.0466 25 0.0555 0.0464 26 0.0551 0.0458 27 0.0540 0.0447 28 0.0536 0.0444 29 0.0522 0.0432 30 0.0513 0.0417 31 0.0510 0.0401 32 0.0506 0.0391 33 0.0500 0.0389 34 0.0497 0.0382 35 0.0495 0.0362 36 0.0110 0.0358 37 0.0490 0.0355 38 0.0489 0.0355 39 0.0489 0.0322 ' 40 0.0486 0.0318 41 0.0477 0.0304 42 0.0468 0.0304 43 0.0450 0.0299 44 0.0447 0.0296 45 0.0446 0.0293 46 0.0443 0.0273 47 0.0435 0.0265 48 0.0419 0.0249 49 0.0409 0.0142 50 0.0350 0.0124 POC #1 The Facility PASSED 1 The Facility PASSED. Flow(cfs) Predev Mit Percentage Pass/Fail 0.0282 1166 211 18 Pass 0.0289 1085 202 18 Pass 0.0216 191 189 18 Pass 0.0303 919 179 19 Pass 0.0309 853 174 20 Pass 0.0316 788 165 20 Pass 0.0323 729 159 21 Pass 0.0330 681 152 22 Pass 0.0336 636 145 22 Pass 0.0343 590 139 23 Pass 0.0350 562 133 23 Pass 0.0357 508 129 25 Pass 0.0363 466 121 25 Pass 0.0370 435 113 25 Pass 0.0377 412 111 26 Pass 0.0384 388 110 28 Pass 0.0391 365 101 27 Pass 0.0397 330 94 28 Pass 0.0404 312 87 27 Pass 0.0411 291 82 28 Pass 0.0418 269 79 29 Pass ' 0.0424 239 74 30 Pass 0.0431 226 72 31 Pass 0.0438 210 65 30 Pass ' 0.0445 195 63 32 Pass 0.0451 187 55 29 Pass 0.0458 177 52 29 Pass 0.0465 164 48 29 Pass 0.0472 151 48 31 Pass 0.0478 140 47 33 Pass 0.0485 135 46 34 Pass 0.0492 127 44 34 Pass 0.0499 115 42 36 Pass 0.0505 105 41 39 Pass 0.0512 99 39 39 Pass 0.0519 92 37 40 Pass 0.0526 90 35 38 Pass 0.0532 85 32 37 Pass 0.0539 81 30 37 Pass , 0.0546 75 29 38 Pass 0.0553 69 27 39 Pass 0.0560 63 26 41 Pass 0.0566 60 25 41 Pass 0.0573 55 23 41 Pass 0.0580 51 22 43 Pass 0.0587 47 20 42 Pass 0.0593 46 19 41 Pass 0.0600 43 19 44 Pass 0.0607 41 17 41 Pass 0.0614 36 14 38 Pass 0.0620 35 13 37 Pass 0.0627 34 12 35 Pass 0.0634 30 12 40 Pass 0.0641 30 11 36 Pass 0.0647 28 11 39 Pass 0.0654 26 10 38 Pass 0.0661 26 10 38 Pass 0.0668 26 10 38 Pass 0.0674 25 10 40 Pass 0.0681 24 10 41 Pass 0.0688 21 10 47 Pass 0.0695 20 10 50 Pass 0.0701 19 10 52 Pass 0.0708 18 10 55 Pass 0.0715 17 10 58 Pass 0.0722 17 10 58 Pass 0.0729 16 9 56 Pass 0.0735 16 9 56 Pass 0.0742 14 9 64 Pass 0.0749 12 9 75 Pass 0.0756 11 8 72 Pass 0.0762 11 8 72 Pass 0.0769 11 8 72 Pass 0.0776 10 8 80 Pass 0.0783 10 8 80 Pass 0.0789 10 6 60 Pass 0.0796 10 6 60 Pass 0.0803 10 6 60 Pass 0.0810 10 4 40 Pass 0.0816 10 4 40 Pass 0.0823 9 4 44 Pass 0.0830 9 4 44 Pass 0.0837 8 4 50 Pass 0.0843 6 4 66 Pass 0.0850 6 3 50 Pass 0.0857 5 2 40 Pass 0.0864 4 2 50 Pass 0.0870 4 2 50 Pass 0.0877 3 2 66 Pass 0.0884 3 1 33 Pass 0.0891 2 1 50 Pass 0.0891 2 0 0 Pass 0.0904 2 0 0 Pass 0.0911 2 0 0 Pass 0.0918 2 0 0 Pass 0.0925 2 0 0 Pass 0.0931 1 0 0 Pass 0.0938 0 0 0 Pass 0.0945 0 0 0 Pass 0.0952 0 0 0 Pass Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0 acre-feet On-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Off-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. 1 Perind and Impind Changes No changes have been made. - - ---- -_ -- This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright O by : Clear Creek Solutions, Inc. 2005-2013; All Rights Reserved. &WHM4 RTN_SW2_WEST_111+00_ACTUAL. P Edit View Zoom Help " ® 1 142) IftCJJ i � I � � � Ic�i t ,, '' 11 r ---------- Schematic o_ �� �® N : Bio Swale 1 Mitigated i 3 SCENARIOS A [Facility Name �Bio Swale 1 Outlet 1 Outlet 2 Outlet 3 Predeveloped Downstream Connection 0 - _^•:'itigated Facility Type Bioretention Swale Q Use simple swale Default Swale j Run Scenario v Underdrain Used Underdrain Diameter (ft) 0.5 -!,�Offset(in: Basic Elements Swale Bottom Elevation (ft) I' Orifice Diameter (in) r-6—:1 Swale Dimensions Flow Through Underdrain(ac-ft) 20.665 bpon-d lmil Swale Length(ft) 29 Q, Total Outflow(ac-ft) 36.918 ME"Ei Swale Bottom Width(ft) q.pp0 Percent Through Underdrain 55.98 Freeboard ft �—I ( ) 0.250 Facility Dimension Diagram ®® _rtier-road Flooding(ft) 0.000 ® Effective Total Depth(ft) 3.75 Riser Outlet Structure Bottom slope of Swale(ft/ft) O.OgO Outlet Structure Data Pro Elements Top and Bottom side slope(ft/ft) 0.01 D Riser Height Above Swale surface(ft) 10.5 =4O Left Side Slope(HIV) 3.000 Riser Diameter[in) 12 -�-� Right Side Slope(H/V) �3.000 Riser Type Flat ® O Material Layers for Swale Notch Type _ LID To oIbox Layer 1 Layer 2 Layer 3 Depth(ft) 1:500 150q 0.000 Soil Layer 1 Amended 5 in/hr Soil Layer 2 GRAVED Orifice Diameter Height Soil Layer 3 GRAVEL Number (in) (ft) Commercial Toolbox 1 ��-�-� 0��-� Edit SoilTYpes 2 10----- 0�--�-i-� KSat Safety Factor - 3 10 - W Move Elements • None 2 4 Show Swale Table 10pen Table Swale Volume at Riser Head(ac-ft) .012 Native Infiltration �''r'ES _-! Total Volume Infiltrated(ac-ft) 14.385 Measured Infiltration Rate(in/hr) 11.2 Total Volume Through Riser(ac-ft) 22.533 Reduction Factor(infilt*factor) �j Total Volume Through Facility(ac-ft) 36.918 Save xy Load x,y Use Wetted Surface Area(sidewalls) NO _ Percent Infiltrated 38.96 YILK,30 ( r __- 12:34 PM �, %JLA Jk,�� 6/20/2013 1 1 WWHM4 PROJECT REPORT Project Name: RTN_SW2_WEST_111+00_ACTUAL Site Name: Harrington Ave Site Address: City . Renton Report Date: 6/20/2013 Gage : Seatac Data Start : 1948/10/01 Data End : 1998/09/30 Precip Scale: 1.00 Version : 2013/04/29 Low Flow Threshold for POC 1 : 50 Percent of the 2 Year High Flow Threshold for POC 1: 50 year PREDEVELOPED LAND USE Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use Acres A B, Lawn, Mod .12 Pervious Total 0.12 Impervious Land Use Acres ROADS FLAT 0.28 Impervious Total 0.28 Basin Total 0.4 Element Flows To: Surface Interflow Groundwater MITIGATED LAND USE Name : Bio Swale 1 Bottom Length: 29.40 ft. Bottom Width: 4.00 ft. Material thickness of first layer: 1 .5 Material type for first layer: Amended 5 in/hr Material thickness of second layer: 1.5 Material type for second layer: GRAVEL Material thickness of third layer: 0 Material type for third layer: GRAVEL Infiltration On Infiltration rate: 1 .2 Infiltration safety factor: 1 Underdrain used Underdrain Diameter (ft) : 0.5 Orifice Diameter (in) : 1 Offset (in) : 6 Flow Through Underdrain (ac-ft) : 20.665 Total Outflow (ac-ft) : 36. 918 Percent Through Underdrain: 55.98 Discharge Structure Riser Height: 0.5 ft. Riser Diameter: 12 in. Element Flows To: Outlet 1 Outlet 2 Bio Swale 1 Hydraulic Table Stage(ft) Area(ac) Volume(ac-ft) Discharge(cfs) Infilt(cfs) 1 .0000 0.0149 0.0000 0.0000 0.0000 1.0412 0.0147 0.0000 0.0000 0.0000 1.0824 0.0146 0.0001 0.0000 0.0000 1.1236 0.0144 0.0002 0.0000 0.0000 1.1648 0.0142 0.0002 0.0000 0.0000 1 .2060 0.0141 0.0003 0.0000 0.0000 1 .2473 0.0139 0.0003 0.0000 0.0000 1.2885 0.0137 0.0004 0.0000 0.0001 1.3297 0.0136 0.0005 0.0000 0.0001 1.3709 0.0134 0.0005 0.0000 0.0001 1 .4121 0.0132 0.0006 0.0000 0.0001 1 .4533 0.0131 0.0007 0.0000 0.0002 1.4945 0.0129 0.0008 0.0000 0.0002 1.5357 0.0127 0.0009 0.0000 0.0002 1 .5769 0.0126 0.0009 0.0000 0.0003 1 . 6181 0.0124 0.0010 0.0000 0.0003 1 .6593 0.0122 0.0011 0.0000 0.0004 1.7005 0.0121 0.0012 0.0000 0.0004 1.7418 0.0119 0.0013 0.0000 0.0005 1.7830 0.0117 0.0014 0.0000 0.0006 1.8242 0.0116 0.0015 0.0000 0.0006 1.8654 0.0114 0.0016 0.0000 0.0007 1.9066 0.0112 0.0017 0.0000 0.0008 1.9478 0.0111 0.0018 0.0000 0.0009 1. 9890 0.0109 0.0020 0.0000 0.0010 2.0302 0.0107 0.0021 0.0000 0.0011 2.0714 0.0106 0.0022 0.0000 0.0012 2.1126 0.0104 0.0023 0.0006 0.0007 2.1538 0.0102 0.0024 0.0007 0.0007 2.1951 0.0101 0.0026 0.0008 0.0009 2.2363 0.0099 0.0027 0.0009 0.0010 2.2775 0.0097 0.0028 0.0011 0.0012 1 2.3187 0.0096 0.0030 0.0012 0.0014 2.3599 0.0094 0.0031 0.0014 0.0016 2.4011 0.0092 0.0033 0.0020 0.0014 2.4423 0.0091 0.0034 0.0021 0.0014 2.4835 0.0089 0.0036 0.0024 0.0016 2.5247 0.0087 0.0037 0.0026 0.0018 2.5659 0.0085 0.0039 0.0029 0.0020 2.6071 0.0084 0.0040 0.0036 0.0019 2.6484 0.0082 0.0042 0.0037 0.0020 2.6896 0.0080 0.0043 0.0041 0.0022 2.7308 0.0079 0.0045 0.0048 0.0022 2.7720 0.0077 0.0047 0.0050 0.0023 2.8132 0.0075 0.0048 0.0056 0.0023 2.8544 0.0074 0.0050 0.0059 0.0024 2.8956 0.0072 0.0052 0.0066 0.0024 2.9368 0.0070 0.0054 0.0070 0.0023 2.9780 0.0069 0.0056 0.0073 0.0024 3.0192 0.0067 0.0057 0.0079 0.0026 ' 3.0604 0.0065 0.0059 0.0086 0.0027 3. 1016 0.0064 0.0061 0.0091 0.0027 3. 1429 0.0062 0.0063 0.0095 0.0027 3.1841 0.0060 0.0065 0.0100 0.0026 3.2253 0.0059 0.0067 0.0105 0.0026 3.2665 0.0057 0.0069 0.0109 0.0026 3.3077 0.0055 0.0071 0.0113 0.0026 3.3489 0.0054 0.0073 0.0113 0.0026 3.3901 0.0052 0.0075 0.0113 0.0026 3.4313 0.0050 0.0077 0.0113 0.0026 3.4725 0.0049 0.0080 0.0113 0.0026 3.5137 0.0047 0.0082 0.0113 0.0026 3.5549 0.0045 0.0084 0.0113 0.0026 3.5962 0.0044 0.0086 0.0113 0.0026 3.6374 0.0042 0.0089 0.0113 0.0026 3.6786 0.0040 0.0091 0.0113 0.0026 3.7198 0.0039 0.0093 0.0113 0.0026 3.7610 0.0037 0.0091 0.0113 0.0026 3.8022 0.0035 0.0098 0.0113 0.0026 3.8434 0.0034 0.0100 0.0113 0.0026 3.8846 0.0032 0.0103 0.0113 0.0026 3.9258 0.0030 0.0105 0.0113 0.0026 3.9670 0.0029 0.0108 0.0113 0.0026 4.0000 0.0027 0.0110 0.0113 0.0026 Surface Bio Swale 1 Hydraulic Table Stage(ft) Area(ac) Volume(ac-ft) Discharge(cfs) To Amended(cfs) Wetted Surface 3.0000 0.0149 0.0110 0.0000 0.0143 0.0033 3.0412 0.0150 0.0116 0.0000 0.0143 0.0033 3.0824 0.0152 0.0122 0.0000 0.0147 0.0033 3.1236 0.0154 0.0129 0.0000 0.0151 0.0033 3.1648 0.0155 0.0135 0.0000 0.0155 0.0033 3.2060 0.0157 0.0141 0.0000 0.0158 0.0033 3.2473 0.0159 0.0148 0.0000 0.0162 0.0033 3.2885 0.0161 0.0154 0.0000 0.0166 0.0033 3.3297 0.0162 0.0161 0.0000 0.0170 0.0033 3.3709 0.0164 0.0168 0.0000 0.0174 0.0033 3.4121 0.0166 0.0175 0.0000 0.0178 0.0033 3.4533 0.0167 0.0181 0.0000 0.0181 0.0033 3.4945 0.0169 0.0188 0.0000 0.0185 0.0033 3.5357 0.0171 0.0195 0.0657 0.0189 0.0033 3.5769 0.0172 0.0202 0.2078 0.0193 0.0033 3.6181 0.0174 0.0210 0.3954 0.0197 0.0033 3.6593 0.0176 0.0217 0.6194 0.0201 0.0033 3.7005 0.0177 0.0224 0.8747 0.0204 0.0033 3.7418 0.0179 0.0231 1.1577 0.0208 0.0033 3.7500 0.0179 0.0233 1.4659 0.0209 0.0000 Name Surface Bio Swale 1 Element Flows To: Outlet 1 Outlet 2 Bio Swale 1 Name : Basin 1 , Bypass: No Groundwater: No Pervious Land Use Acres A B, Lawn, Mod .12 Pervious Total 0.12 Impervious Land Use Acres ROADS FLAT 0.28 Impervious Total 0.28 Basin Total 0.4 Element Flows To: Surface Interflow Groundwater Surface Bio Swale 1 Surface Bio Swale 1 ANALYSIS RESULTS Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.12 Total Impervious Area:0.28 Mitigated Landuse Totals for POC #1 Total Pervious Area:0.12 1 Total Impervious Area:0.28 Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.070595 5 year 0.086365 10 year 0.096606 25 year 0.10943 50 year 0.118945 100 year 0.128458 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.053129 5 year 0.074773 10 year 0.086158 25 year 0.097713 50 year 0.104646 100 year 0.110429 Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 1,172 0.064 1950 0. 116 0.084 1951 0.073 0.068 1952 0.062 0.042 1953 0.056 0.034 1954 0.067 0.033 1955 0.071 0.064 1956 0.069 0.060 1957 0.078 0.068 1958 0.071 0.046 1959 0.054 0.047 1960 0.068 0.063 1961 0.062 0.037 1962 0.061 0.028 1963 0.058 0.038 1964 0.069 0.034 1965 0.062 0.043 1966 0.061 0.042 1967 0.092 0.072 1968 0.104 0.043 1969 0.056 0.049 1970 0.061 0.060 1971 0.060 0.054 1972 0.090 0.081 1973 0.056 0.038 1174 0.061 0.025 1975 0.080 0.069 1976 0.055 0.047 1977 0.072 0.029 1978 0.093 0.085 1979 0.092 0.031 1980 0.075 0.065 1981 0.084 0.062 1982 0.115 0.112 1983 0.085 0.071 1984 0.064 0.030 1985 0.061 0.057 1986 0.074 0.074 1987 0.106 0.080 1988 0.051 0.036 1989 0.064 0.011 ' 1990 0.117 0.117 1991 0.109 0.112 1992 0.063 0.057 1993 0.044 0.035 1994 0.052 0.011 1995 0.065 0.047 1996 0.080 0.080 1997 0.077 0.056 1998 0.080 0.046 Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.1170 0. 1169 2 0.1158 0.1124 3 0.1145 0.1123 4 0.1085 0.0845 5 0.1061 0.0843 6 0. 1041 0.0810 7 0.0928 0.0801 8 0.0920 0.0799 9 0.0917 0.0739 10 0.0896 0.0720 11 0.0849 0.0715 12 0.0841 0.0688 13 0.0804 0.0682 14 0.0804 0.0676 15 0.0799 0.0647 16 0.0779 0.0638 17 0.0765 0.0635 18 0.0754 0.0626 19 0.0739 0.0618 20 0.0735 0.0604 21 0.0716 0.0599 22 0.0715 0.0575 23 0.0714 0.0567 24 0.0709 0.0563 25 0.0694 0.0537 26 0.0689 0.0488 27 0.0675 0.0475 28 0.0670 0.0472 29 0.0653 0.0465 30 0.0641 0.0463 31 0.0637 0.0462 32 0.0633 0.0429 33 0.0625 0.0425 34 0.0621 0.0421 35 0.0618 0.0420 36 0.0612 0.0384 37 0.0612 0.0382 38 0.0612 0.0366 39 0.0612 0.0356 40 0.0607 0.0353 41 0.0597 0.0343 42 0.0584 0.0338 43 0.0563 0.0330 44 0.0558 0.0311 45 0.0557 0.0300 46 0.0553 0.0292 47 0.0544 0.0278 48 0.0524 0.0245 49 0.0511 0.0113 50 0.0438 0.0113 POC #1 Facility FAILED duration standard for 1+ flows. Flow(cfs) Predev Mit Percentage Pass/Fail 0.0353 1166 337 28 Pass 0.0361 1085 316 29 Pass 0.0370 998 297 29 Pass 0.0378 911 279 30 Pass 0.0387 852 260 30 Pass 0.0395 788 245 31 Pass 0.0404 729 234 32 Pass 0.0412 681 223 32 Pass 0.0421 636 217 34 Pass 0.0429 590 210 35 Pass 0.0437 562 202 35 Pass 0.0446 509 188 36 Pass 0.0454 466 181 38 Pass 0.0463 435 171 39 Pass 0.0471 412 156 37 Pass 0.0480 388 144 37 Pass 0.0488 365 139 38 Pass 0.0497 330 128 38 Pass ' 0.0505 312 126 40 Pass 0.0514 291 117 40 Pass 0.0522 269 109 40 Pass 0.0530 239 106 44 Pass 0.0539 226 101 44 Pass 0.0547 210 97 46 Pass 0.0556 195 92 47 Pass 0.0564 187 86 45 Pass 0.0573 177 81 45 Pass 0.0581 164 75 45 Pass 0.0590 151 72 47 Pass 0.0598 140 68 48 Pass 0.0606 135 65 48 Pass 0.0615 127 60 47 Pass 0.0623 114 57 50 Pass 0.0632 105 51 48 Pass f 0.0640 99 48 48 Pass 0.0649 92 45 48 Pass 0.0657 90 42 46 Pass 0.0666 85 41 48 Pass 0.0674 81 40 49 Pass 0.0682 75 38 50 Pass 0.0691 69 34 49 Pass 0.0699 63 32 50 Pass 0.0708 60 30 50 Pass 0.0716 55 28 50 Pass 0.0725 51 27 52 Pass 0.0733 47 26 55 Pass 0.0742 46 26 56 Pass 0.0750 43 24 55 Pass 0.0759 41 22 53 Pass 0.0767 36 19 52 Pass 0.0775 35 19 54 Pass 0.0784 34 19 55 Pass 0.0792 30 14 46 Pass 0.0801 30 13 43 Pass 0.0809 28 12 42 Pass 0.0818 26 11 42 Pass 0.0826 26 11 42 Pass 0.0835 26 11 42 Pass , 0.0843 25 11 44 Pass 0.0851 24 11 45 Pass 0.0860 21 10 47 Pass 0.0868 20 9 45 Pass 0.0877 19 9 47 Pass 0.0885 18 9 50 Pass 0.0894 17 8 47 Pass 0.0902 17 8 47 Pass 0.0911 16 8 50 Pass 0.0919 16 8 50 Pass 0.0928 14 8 57 Pass 0.0936 12 8 66 Pass 0.0944 11 8 72 Pass 0.0953 11 8 72 Pass 0.0961 11 7 63 Pass 0.0970 10 7 70 Pass 0.0978 10 7 70 Pass 0.0987 10 7 70 Pass ' 0.0995 10 6 60 Pass 0. 1004 10 6 60 Pass 0.1012 10 6 60 Pass 0.1020 10 5 50 Pass 0.1029 9 5 55 Pass 0.1037 9 5 55 Pass 0.1046 8 5 62 Pass 0.1054 6 4 66 Pass 0.1063 6 3 50 Pass 0.1071 5 3 60 Pass 0. 1080 4 3 75 Pass 0.1088 4 3 75 Pass 0.1097 3 3 100 Pass 0.1105 3 3 100 Pass 0.1113 3 3 100 Pass 0.1122 2 3 150 Fail 0.1130 2 3 150 Fail 0.1139 2 1 50 Pass 0.1147 2 1 50 Pass 0.1156 2 1 50 Pass 0.1164 1 1 100 Pass 0.1173 0 0 100 Pass 0.1181 0 0 0 Pass 0.1189 0 0 0 Pass i The development has an increase in flow durations from 1/2 Predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0 acre-feet On-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Off-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Perind and Impind Changes No changes have been made. This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright O by : Clear Creek Solutions, Inc. 2005-2013; All Rights Reserved. HM4 RTN SWl WEST 123+00 Actual Edit View Zoom Help ® Rb k4 Schematic 1!�.Bio Swale 1 Mitigated SCENARIOS Facility Name Isio Swale 1 Outlet 1 Outlet 2 Outlet 3 ❑Predeveloped ! Downstream Connection 0 0 l- Facility Type Bioretention Swale r Use simple swale Default Swale Run Scenario r,, Underdrain Used Underdrain Diameter (14) 0.5 -��Offset(in iasic Elements - Swale Bottom Elevation (ft) Orifice Diameter (in) 1 ®� Swale Dimensions Flow Through Underdrain 48.534 l"Poo""I Swale Length(ft) 34.000 Total Outflow(ac-ft) 53.18 Swale Bottom Width(ft) q pqq Percent Through Underdrain 91.26 Freeboard(..) 0.250 Facility Dimension Diagram Over-road Flooding(ft) q,[u30 Effective Total Depth(ft) 3.75 Riser Outlet Structure =-) Bottom slope of Swale(ft/ft) p,ggq Outlet Structure Data F ro Element To and Bottom side slope ft ft _ p p ( / ) 0 010 Riser Height Above Swale surface(ft) q 5 �� e�run =•4D ® Left Side Slope(H/\) 3.000 Riser Diameter(in) 112 _ Right Side Slope(H/V) 3.000 Riser Type Flat Material Layers for Swale Notch Type LILT Toolbox Layer 1 Layer 2 Layer 3 ---_ -_-- Depth(ft) 1:500_ ]:500 0.000 Soil Layer 1 Amended 5 in/hr Soil Layer 2 GRAVEL Orifice Diameter Height tSoil Layer 3 GRAVEL Number (in) (ft) Commercial Toolbox 1 I0 � W Edit Soil Types 2 1-0----- q�----� ICSat Safety Factor -- 3 r—-i� 1`-t,-1 •Move Elements None 2 4 Show Swale Table lopen Table �I Swale Volume at Riser Head(ac ft) 013 _ ------ Native Infiltration IYES - Total Volume Infiltrated(ac-ft) 0 Measured Infiltration Rate(in/hr) F0 —_ Total Volume Through Riser(ac-ft) 53.18 --` Reduction Factor(infilt°factor) i' Total Volume Through Facility(ao-ft) 53.18 Save xy Load x,y Use Wetted Surface Area(sidew•alls) NO Percent Infiltrated 0 10 _ Y 12 1� t NEWW_ i;•�o��n1 ; 1�ai F'I•;1 12:46 PM 6/20/2013 i WWHM4 PROJECT REPORT Project Name: RTN_SW1_WEST_123+00_Actual Site Name: Harrington Ave Site Address: City Renton Report Date: 6/20/2013 Gage : Seatac Data Start : 1948/10/01 Data End : 1998/09/30 ' Precip Scale: 1.00 Version : 2013/04/29 Low Flow Threshold for POC 1 50 Percent of the 2 Year High Flow Threshold for POC 1: 50 year PREDEVELOPED LAND USE Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use Acres A B, Lawn, Mod .174 Pervious Total 0.174 Impervious Land Use Acres ROADS FLAT 0.406 Impervious Total 0.406 Basin Total 0.58 Element Flows To: Surface Interflow Groundwater MITIGATED LAND USE Name : Bio Swale 1 Bottom Length: 34 .00 ft. Bottom Width: 4.00 ft. ' Material thickness of first layer: 1.5 Material type for first layer: Amended 5 in/hr Material thickness of second layer: 1.5 Material type for second layer: GRAVEL Material thickness of third layer: 0 , Material type for third layer: GRAVEL Infiltration On Infiltration rate: 0 Infiltration safety factor: 1 Underdrain used Underdrain Diameter (ft) : 0.5 Orifice Diameter (in) : 1 Offset (in) : 6 Flow Through Underdrain (ac-ft) : 48.534 Total Outflow (ac-ft) : 53.18 Percent Through Underdrain: 91.26 Discharge Structure Riser Height: 0.5 ft. Riser Diameter: 12 in. Element Flows To: Outlet 1 Outlet 2 i Bio Swale 1 Hydraulic Table Stage(ft) Area(ac) Volume(ac-ft) Discharge(cfs) Infilt(cfs) 1.0000 0.0172 0.0000 0.0000 0.0000 1 .0412 0.0170 0.0001 0.0000 0.0000 1 .0824 0.0169 0.0001 0.0000 0.0000 1.1236 0.0167 0.0002 0.0000 0.0000 1 .1648 0.0165 0.0002 0.0000 0.0000 1.2060 0.0163 0.0003 0.0000 0.0000 1.2473 0.0161 0.0004 0.0000 0.0000 1.2885 0.0159 0.0005 0.0000 0.0000 ' 1.3297 0.0157 0.0005 0.0000 0.0000 1 .3709 0.0155 0.0006 0.0000 0.0000 1.4121 0.0153 0.0007 0.0000 0.0000 1.4533 0.0151 0.0008 0.0000 0.0000 , 1.4945 0.0149 0.0009 0.0000 0.0000 1.5357 0.0147 0.0010 0.0000 0.0000 1 .5769 0.0145 0.0011 0.0000 0.0000 1. 6181 0.0143 0.0012 0.0000 0.0000 1.6593 0.0141 0.0013 0.0000 0.0000 1.7005 0.0139 0.0014 0.0000 0.0000 1.7418 0.0138 0.0015 0.0000 0.0000 1.7830 0.0136 0.0016 0.0000 0.0000 1.8242 0.0134 0.0017 0.0000 0.0000 1.8654 0.0132 0.0019 0.0000 0.0000 1. 9066 0.0130 0.0020 0.0000 0.0000 1. 9478 0.0128 0.0021 0.0000 0.0000 1.9890 0.0126 0.0023 0.0000 0.0000 2.0302 0.0124 0.0024 0.0000 0.0000 , 2.0714 0.0122 0.0025 0.0000 0.0000 2.1126 0.0120 0.0027 0.0015 0.0000 2.1538 0.0118 0.0028 0.0016 0.0000 2.1951 0.0116 0.0030 0.0019 0.0000 ' 2.2363 0.0114 0.0031 0.0023 0.0000 2.2115 0.0112 0.0033 0.0026 0.0000 2.3187 0.0110 0.0034 0.0029 0.0000 2.3599 0.0109 0.0036 0.0034 0.0000 2.4011 0.0107 0.0038 0.0036 0.0000 2.4423 0.0105 0.0039 0.0041 0.0000 2.4835 0.0103 0.0041 0.0046 0.0000 2.5247 0.0101 0.0043 0.0048 0.0000 2.5659 0.0099 0.0045 0.0057 0.0000 2.6071 0.0097 0.0046 0.0060 0.0000 2. 6484 0.0095 0.0048 0.0061 0.0000 2.6896 0.0093 0.0050 0.0072 0.0000 2.7308 0.0091 0.0052 0.0077 0.0000 2.7720 0.0089 0.0054 0.0080 0.0000 2.8132 0.0087 0.0056 0.0081 0.0000 2.8544 0.0085 0.0058 0.0090 0.0000 2.8956 0.0083 0.0060 0.0097 0.0000 2.9368 0.0081 0.0062 0.0104 0.0000 2. 9780 0.0080 0.0064 0.0105 0.0000 3.0192 0.0071 0.0066 0.0111 0.0000 3.0604 0.0076 0.0068 0.0117 0.0000 3.1016 0.0074 0.0071 0.0123 0.0000 3.1429 0.0072 0.0073 0.0129 0.0000 3.1841 0.0070 0.0075 0.0135 0.0000 3.2253 0.0068 0.0078 0.0140 0.0000 3.2665 0.0066 0.0080 0.0145 0.0000 3.3077 0.0064 0.0082 0.0150 0.0000 ' 3.3489 0.0062 0.0085 0.0154 0.0000 3.3901 0.0060 0.0087 0.0160 0.0000 3.4313 0.0058 0.0090 0.0161 0.0000 3.4725 0.0056 0.0092 0.0161 0.0000 3.5137 0.0054 0.0095 0.0161 0.0000 3.5549 0.0052 0.0097 0.0161 0.0000 3.5962 0.0051 0.0100 0.0161 0.0000 3.6374 0.0049 0.0102 0.0161 0.0000 3.6786 0.0047 0.0105 0.0161 0.0000 3.7198 0.0045 0.0108 0.0161 0.0000 3.7110 0.0043 0.0110 0.0161 0.0000 3.8022 0.0041 0.0113 0.0161 0.0000 3.8434 0.0039 0.0116 0.0161 0.0000 3.8846 0.0037 0.0119 0.0161 0.0000 ' 3.9258 0.0035 0.0122 0.0161 0.0000 3. 9670 0.0033 0.0125 0.0161 0.0000 4 .0000 0.0031 0.0127 0.0161 0.0000 Surface Bio Swale 1 Hydraulic Table Stage(ft) Area(ac) Volume(ac-ft) Discharge(cfs) To Amended(cfs) Wetted Surface 3.0000 0.0172 0.0127 0.0000 0.0166 0.0000 3.0412 0.0174 0.0134 0.0000 0.0166 0.0011 3.0824 0.0176 0.0141 0.0000 0.0170 0.0000 3.1236 0.0178 0.0149 0.0000 0.0174 0.0000 3.1648 0.0180 0.0156 0.0000 0.0179 0.0000 3.2060 0.0182 0.0163 0.0000 0.0183 0.0000 3.2473 0.0184 0.0171 0.0000 0.0188 0.0000 3.2885 0.0186 0.0179 0.0000 0.0192 0.0000 3.3297 0.0188 0.0116 0.0001 0.0117 0.0000 3.3709 0.0189 0.0194 0.0000 0.0201 0.0000 3.4121 0.0191 0.0202 0.0000 0.0205 0.0000 3.4533 0.0193 0.0210 0.0000 0.0210 0.0000 3.4945 0.0195 0.0218 0.0000 0.0214 0.0000 3.5357 0.0197 0.0226 0.0657 0.0219 0.0000 3.5769 0.0199 0.0234 0.2078 0.0223 0.0000 3. 6181 0.0201 0.0242 0.3954 0.0228 0.0000 3. 6593 0.0203 0.0251 0.6194 0.0232 0.0000 3.7005 0.0205 0.0259 0.8747 0.0236 0.0000 3.7418 0.0207 0.0267 1.1577 0.0241 0.0000 3.7500 0.0207 0.0269 1.4659 0.0242 0.0000 , Name Surface Bio Swale 1 Element Flows To: Outlet 1 Outlet 2 Bio Swale 1 , Name Basin 1 ' Bypass: No GroundWater: No Pervious Land Use Acres A B, Lawn, Mod .174 Pervious Total 0.174 Impervious Land Use Acres ROADS FLAT 0.406 Impervious Total 0.406 Basin Total 0.58 Element Flows To: Surface Interflow Groundwater ' Surface Bio Swale 1 Surface Bio Swale 1 ANALYSIS RESULTS Predeveloped Landuse Totals for POC #1 ' Total Pervious Area:0.174 Total Impervious Area:0.406 Mitigated Landuse Totals for POC #1 Total Pervious Area:0.174 Total Impervious Area:0.406 Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.102363 5 year 0.125229 10 year 0.140078 25 year 0.158673 50 year 0.17247 100 year 0.186264 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.087936 5 year 0.117687 10 year 0. 134764 25 year 0.153829 ' 50 year 0.166479 100 year 0.177997 Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0. 104 0 . 107 1950 0. 168 0.148 1951 0.107 0.109 1952 0.091 0.078 1953 0.082 0.067 1954 0.097 0.072 1955 0.103 0.096 1956 0.100 0.095 1957 0.113 0.105 1958 0.103 0.071 1959 0.079 0.079 1960 0.098 0.097 1961 0.090 0.068 1962 0.089 0.052 1963 0.085 0.058 ' 1964 0.101 0.079 1965 0.090 0.074 1966 0.089 0.085 1967 0.133 0.128 1968 0.151 0.106 1969 0.081 0.080 1970 0.089 0.094 1971 0.087 0.082 1972 0.130 0.121 1973 0.081 0.062 1974 0.089 0.054 1975 0.117 0.110 1976 0.080 0.085 1977 0. 104 0.056 ' 1978 0. 135 0.124 1979 0.133 0.060 1980 0.109 0.116 ' 1981 0.122 0.119 1982 0.166 0.173 ' 1983 0.123 0.119 1984 0.092 0.053 1985 0.088 0.087 ' 1986 0.107 0.109 1987 0•.154 0.116 1988 0.074 0.061 1989 0.093 0.030 , 1990 0. 170 0.167 1991 0.157 0.161 1992 0.092 0.086 1993 0.064 0.054 1994 0.076 0.030 1995 0.095 0.073 1996 0.117 0.118 , 1997 0. 111 0.100 1998 0.116 0.075 Ranked Annual Peaks for Predeveloped and Mitigated. POC ##1 Rank Predeveloped Mitigated 1 0.1697 0.1727 2 0.1680 0.1672 3 0.1660 0.1614 4 0.1573 0.1481 5 0.1538 0.1278 6 0.1510 0.1239 7 0.1345 0.1206 8 0.1335 0.1195 , 9 0.1329 0.1191 10 0.1300 0.1178 11 0.1231 0.1163 12 0.1219 0.1162 , 13 0.1166 0. 1104 14 0.1166 0.1094 15 0. 1159 0.1087 16 0.1129 0.1067 17 0.1109 0.1055 18 0.1094 0.1053 19 0. 1071 0.1002 , 20 0.1066 0.0968 21 0.1038 0.0961 22 0.1037 0.0946 23 0.1035 0.0936 , 24 0.1028 0.0865 25 0.1006 0.0857 26 0.0999 0.0846 27 0.0979 0.0845 28 0.0972 0.0821 29 0.0947 0.0802 30 0.0929 0.0790 ' 31 0.0924 0.0786 32 0.0918 0.0779 33 0.0906 0.0751 34 0.0900 0.0742 , 35 0.0897 0.0732 36 0.0888 0.0724 37 0.0887 0.0710 38 0.0887 0.0676 39 0.0887 0.0674 40 0.0881 0.0618 41 0.0865 0.0608 42 0.0847 0.0604 43 0.0816 0.0577 44 0.0809 0.0561 45 0.0808 0.0543 46 0.0802 0.0543 47 0.0789 0.0533 48 0.0760 0.0516 49 0.0740 0.0305 50 0.0635 0.0301 POC #1 Facility FAILED duration standard for 1+ flows. Flow(cfs) Predev Mit Percentage Pass/Fail ' 0.0512 1164 434 37 Pass 0.0524 1085 407 37 Pass 0.0536 998 390 39 Pass 0.0549 119 366 39 Pass ' 0.0561 852 347 40 Pass 0.0573 788 329 41 Pass 0.0585 729 310 42 Pass 0.0598 680 294 43 Pass 0.0610 636 284 44 Pass 0.0622 590 273 46 Pass 0.0634 562 256 45 Pass ' 0.0647 509 244 47 Pass 0.0659 466 227 48 Pass 0.0671 435 210 48 Pass 0.0683 412 200 48 Pass 0.0696 390 191 48 Pass 0.0708 365 183 50 Pass 0.0720 330 170 51 Pass ' 0.0732 312 156 50 Pass 0.0745 291 146 50 Pass 0.0757 269 141 52 Pass 0.0769 241 131 54 Pass 0.0781 227 122 53 Pass 0.0794 211 111 52 Pass 0.0806 195 107 54 Pass 0.0818 187 98 52 Pass 0.0830 177 92 51 Pass 0.0843 164 86 52 Pass 0.0855 152 83 54 Pass 0.0867 140 81 57 Pass 0.0879 135 79 58 Pass 0.0892 127 71 55 Pass ' 0.0904 115 66 57 Pass 0.0916 105 63 60 Pass 0.0928 99 60 60 Pass 0.0941 92 57 61 Pass 0.0953 90 52 57 Pass ' 0.0965 85 48 56 Pass 0.0977 81 46 56 Pass 0.0990 75 45 60 Pass ' 0.1002 69 44 63 Pass 0.1014 63 41 65 Pass 0.1026 60 39 65 Pass 0.1039 55 35 63 Pass ' 0.1051 51 33 64 Pass 0.1063 47 30 63 Pass 0.1075 46 27 58 Pass 0.1088 44 27 61 Pass 0. 1100 41 24 58 Pass 0.1112 36 23 63 Pass 0. 1124 35 22 62 Pass ' 0.1137 34 20 58 Pass 0.1149 30 20 66 Pass 0.1161 30 16 53 Pass 0.1173 29 16 55 Pass ' 0.1186 26 16 61 Pass 0.1198 26 13 50 Pass 0.1210 26 13 50 Pass ' 0.1222 25 12 48 Pass 0.1235 24 12 50 Pass 0.1247 21 12 57 Pass 0.1259 20 12 60 Pass ' 0.1271 20 11 55 Pass 0.1284 18 10 55 Pass 0.1296 17 10 58 Pass ' 0.1308 17 10 58 Pass 0.1320 16 10 62 Pass 0.1333 16 10 62 Pass 0.1345 14 10 71 Pass 0.1357 12 10 83 Pass 0. 1369 11 10 90 Pass 0.1382 11 10 90 Pass ' 0.1394 11 10 90 Pass 0.1406 10 9 90 Pass 0.1418 10 8 80 Pass 0.1431 10 7 70 Pass , 0.1443 10 6 60 Pass 0.1455 10 5 50 Pass 0.1467 10 5 50 Pass 0.1480 10 4 40 Pass , 0.1492 9 4 44 Pass 0.1504 9 4 44 Pass 0.1516 8 4 50 Pass 0.1529 6 4 66 Pass 0.1541 6 4 66 Pass 0.1553 5 4 80 Pass 0.1565 4 3 75 Pass , 0.1578 4 3 75 Pass 0.1590 3 3 100 Pass 0.1602 3 3 100 Pass , 0.1614 2 3 150 Fail 0.1627 2 3 150 Fail 0,1631 2 2 100 Pass 0.1651 2 2 100 Pass 0.1663 2 2 100 Pass 0.1676 2 2 100 Pass ' 0.1688 1 2 200 Fail 0.1700 1 2 200 Fail 0.1712 0 1 n/a Fail 0.1725 0 1 n/a Fail The development has an increase in flow durations from 1/2 Predeveloped 2 year flow to the 2 year flow ' or more than a 10% increase from the 2 year to the 50 year flow. Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0 acre-feet On-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Off-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Perind and Impind Changes No changes have been made. ' This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. ' In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright O by : Clear Creek Solutions, Inc. 2111-2113; All Rights Reserved. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 WAP _. 1 y 2,9 r2 ,d,s ' t fit ti47StlSgOfB l i �I 72 d s � euyi�xs b92� 22 i3s r d z d d 3'�bUd 227 i -� i2 �airj , a i a 1<' d gOfJl1I ( } Y 210ft 11t8G70t COMMENTS:Identified properties--Need for constrution easements.Harrington Ave NE from NE 12th to NE 10th St. The information included on this map has been compiled by King County staff from a variety of sources and is subject to change without notice.King County makes no representations or warranties,express or implied,as to accuracy,completeness,timeliness,or rights to the use of such information. This document is not intended for use as a survey product.King County shall not be liable for any general,special,indirect,incidental,or consequential L143 damages including,but not limited to,lost revenues or lost profits resulting from the use or misuse of the information contained on this map.Any saleofKing County this map or information on this map is prohibited except by written permission of King County. Date:5/17/2013 Source:King County WAP-Property Information(http://www.metrokc.gov/GIS/iMAP) NE 23rd St SUNSET TERRACE REDEVELOPMENT SUNS,ET AREA COO. h IMUNI :Ty REVITALIZATION PROJECS ' T C/) NE21stSt a � co Cn NE 21 st St `Q m o p -- ------------ SE 104th St NE 20th St w z NE 20th St - Q ' I May Creek o Park ' I � NE 19th St NE 19th St 1 NE 19th St NE 18th St NE 18th St - N z O ------- NE 18th St 1 1 NE 17th P� 1 w 1 North Highlands I NE 17th P z Z I Park and 1 op a i NE Neighborhood Center ' o I I N ` I NE 17th St iVE 16th St z w NE 1 o M f z w � NE / ` z z Q 1 � I O N M A I a I FE 4th S' i � U w I � �'� I Z 13th PI NE 14th St z I I � � z z N N CD C I I I a' Q) D.- z w I t I 1 1 w 1113ZNE 11 th PI" ark I __�-- < 0060' NE P ' �. I C A E r 1 NE 11 th PI C \ 1 -a m I NE 11 th St J CU NE 10th PI NE 10th P� � NE 10th Cl z NE 10th PI NE 10th St I I NE 10th Ln 1 , NE 9th pl Al y w 1 z NE 9th PI I I 1 Q 1 ca o NE 9th Aly I O NES 9th t 1 , w I I � z NE 9th St -------- Q w w NE 8th PI z z LU w I �' Legend I o T I I G I___-J Sunset Area Planned Action EIS Boundary NE 8th St �; o 0 0 a 77/, Sunset Terrace Public Housing Boundary I Highlands Park o w and Neighborhood NE 8th �' ! Other Renton Housing Authority Owned Property Center RHA Sunset Terrace-Sunset Area Replacement and Affordable Housing 1 � , ' I - A - Glennwood Townhomes I � 1 CD B - Kirkland Avenue Townhomes /I/ E6th p/ ` � b�`. E 8th St C - Edmonds Apartments D - Sunset Terrace Apartments o D - Sunset Terrace Townhomes NE 7th St - E - Sunset Court Townhomes w P_ W ? F - Providence Senior Housing 111601 CD�e N �, Other Sunset Terrace Public and Private Projects o o E 6th PI E Fer��d/G G - Colpitts Residential Mixed Use A m W 4E 6th Ct w H - Colpitts Residential Mixed Use B � � z I - Colpitts Residential C J - Renton Highlands Library S Aj a = NE 6th 6 K - Regional Stormwater Facility grons0 WNQ 1 ,000 K - Sunset Park Feet z a 1 :6,200 NE 5th PI L - Sunset Lane Loop Improvements �� �o� w M - NE 10th Street Extension, Improvements Community & Economic Development Active Sunset Area Public Projects = N - Meadow Crest Early Childhood Education Center 3 C. E. "Chip" Vincent Adriana Abramovich O - Renton Accessible Playground Administrator/Planning Director GIS Analyst P - Green Connection Phase 1 : Harrington Ave NE City of Y 1� r„ V th Ct zi: Q - Highlands to Landing Pedestrian Connection -ath. H:iGLLAPlannmgi6ISIGIS_projectsleconomic developmenhrenton housing authoritylMxdslSunsetArea Community Revitalization Projects 11x17 Jan20l3.mxd Date: 0111112013