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HomeMy WebLinkAboutSWP272338 ' Technical Information Report Southwest 16th Street akesdale Avenue Southwest to � Raymond Avenue Southwest Prepared for The City of Renton Planning/Building/Public Works Transportation Systems Division Renton, Washington Prepared by BERGER ARAM ENGINEERS I NC. T� ' Job No. A97041 25 November 1996 ' TECHNICAL INFORMATION REPORT ' Southwest 16th Street Oakesdale Avenue Southwest to ' Raymond Avenue Southwest ' Prepared for ' The City of Renton Planning/Building/Public Works Transportation Systems Division 25 November 1996 ' Submitted by BERGER/ABAM Engineers Inc. ' 33301 Ninth Avenue South, Suite 300 Federal Way,Washington 98003-6395 Job No.A97041 ' Southwest 16th Street Oakesdale Avenue Southwest to Raymond Avenue Southwest ' TABLE OF CONTENTS SECTION PAGE ' I. Project Overview ............................................................... 1 ' II. Preliminary Conditions Summary ................................. 5 III. Off-Site Analysis ................................................................. 5 IV. Retention/Detention Analysis and Design .................... 6 V. Conveyance System Analysis and Design ..................... 10 VI. Special Reports and Studies ............................................ 10 ' VII. Basin and Community Plan Areas ................................. 10 VIII. Other Permits ..................................................................... 11 ' IX. Temporary Erosion and Sedimentation Control Analysis and Design .......................................................... 11 ' X. Bond Quantities Worksheet,Retention/Detention Facility Summary Sheet and Declaration ofCovenant ......................................................................... 11 ' XI. Maintenance and Operations Manual ........................... 11 ' LIST OF 1 TIR Worksheets FIGURES 2 Site Location 3 Not Applicable 4 Not Applicable ' 5 Existing Conditions 6 Proposed Conditions 1 APPENDIXES A Conveyance Design Calculations B Site Hydrology C Wet Vault Design Calculations H ' Southwest 16th Street Oakesdale Avenue Southwest to Raymond Avenue Southwest ' SECTION I PROJECT OVERVIEW ' The project site is Southwest 16th Street(SW 16th)between Oakesdale Avenue Southwest(Oakesdale)and Raymond Avenue Southwest(Raymond)in the City of Renton. It is located immediately south of Interstate 405(I-405)and 1/2 mile ' west of State Route 167(See Figure 2). The existing roadway is asphalt 33 feet wide with one lane in each direction and a center turn lane. The length of roadway to be reconstructed is approximately 1150 feet. ' The existing roadway has a normal crown and storm water mostly flows into roadside ditches. On the south side of the roadway, storm water drains into a ditch that runs the full length on the south side. The ditch flows east to west with 1 a catch basin at the west end of the ditch. From the catch basin the storm water flows through 90 feet of storm sewer pipe and outfalls into Springbrook Creek immediately west of Oakesdale. The off-site area south of the ditch is a paved parking lot with an enclosed storm sewer system that does not flow into the ditch. (Note: The SW 16th Tech Center to the south of the project is under construction as of November 1996. This drainage analysis is based on the completion of this construction as being the existing off-site condition.) On the north side of the roadway, storm water from the eastern 390 feet of the roadway flows into a roadside ditch. This ditch flows east to west and also conveys off-site flows. The land to the north of the ditch is lawn that has a very small slope to the ditch. Two enclosed systems that drain several hundred feet of Raymond at the intersection with SW 16th outfall at the east end of the ditch. ' The roadway drainage from SW 16th between Raymond and Lind Avenue Southwest(Lind) also outfalls from a culvert under Raymond at the east end of the ditch. Storm water from the ditch flows into a densely wooded,undeveloped lot 390 feet west of Raymond. In this extremely pervious area the storm water infiltrates into the ground. Storm water from the 430 feet of roadway adjacent to this wooded area drains by sheet flow directly into the woods and is infiltrated. The drainage from the remaining pavement at the west end of the site flows off site. It is either infiltrated in landscaping buffers or flows down driveways into private development storm systems, 1 The proposed reconstruction of SW 16th between Oakesdale and Raymond consists of a 42-foot-wide roadway section. The reconstructed roadway will still consist of one lane in each direction with a center turn lane. The outside lanes will be 15 feet wide to accommodate a Class III Bike Route. On the north side, concrete curb and gutter will be constructed; and on the south side, concrete curb and gutter with a 6-foot-wide concrete sidewalk will be built. The approximate total area of the site between right-of-way lines is 69,000 square feet. Of this area ' about 37,950 square feet or 55 percent is presently impervious surface. After development, 56,350 square feet or 82 percent will be impervious surface. However, the impervious area subject to vehicular use will be unchanged. 1 ' Southwest 16th Street Oakesdale Avenue Southwest to Raymond Avenue Southwest ' PROJECT The new storm water stem will be an enclosed stem from Oakesdale to system system OVERVIEW Raymond. The roadway will be graded into a series of crowns and valleys with a ' (continued) maximum sheet flow and gutter flow run of 150 feet. Type 1 catch basins will be installed every 300 feet on the south side and matching Type 2 catch basins will be on the north side. The conveyance system will be 24-inch-diameter smooth walled ' pipe. The direct discharge exemption to peak runoff control will be used and a wet vault will be installed per Special Requirement No. 5. The vault will be buried under the roadway just east of the Oakesdale intersection. 1 ' 2 King County Building and Land Development Division King County Building and Land Development Division TECHNICAL INFORMATION REPORT(TIR) WORKSHEET TECHNICAL INFORMATION REPORT(TIR) WORKSHEET ' PART I PROJECT OWNER AND PART 2 PROJECT LOCATION PART 8 DEVELOPMENT PROJECT ENGINEER AND DESCRIPTION ou west t treet REFERENCE LIMITATIONISITE CONSTRAINT Projectton ojectNarne ' Add ss Oro Mill Ave City of RSnRenton, WA 99055 Location RaymondRaymondl 'E AvenueS.W.W '^ 4-Downstr Analysis 0 Ch. Downstream Phone 277-6203 Township 21 N � Project Engineer Gary Phillips Range 4 E 0 ' Company BERGER/ABAM Engineers Inc. Section 24 Address Phone 33301 9th Ave S Project Size 1.6 AC Federal Upstream Drainage Basin Size 1.5 AC Additional Shoots Attatched APPLICATIONPART 3 TYPE OF PERMIT OTHER Subdivision = DOF/G HPA © Shoreline Management PART 9 ESC REQUIREMENTS Short Subdivision = COE 404 0 Rockery MINIMUM ESC REQUIREMENTS ® Grading = DOE Dam Safety DURING CONSTRUCTION MINIMUM ESC REQUIREMENTS ' 0 Structural Vaults FOLLOWING CONSTRUCTION = Commercial 0 FEMA Floodplain = Other Sedimentation Facilities = Stabilize Exposed Surface = Other 0 COE Wetlands = HPA Stabilized Construction Entrance 0 Remove and Restore Temporary ESC Facilities ® Perimeter Runoff Control ® Clean and Remove All Silt and Debris Clearing and Grading Restrictions ® Ensure Operation of Permanent Facilities ' PART 5 SITE COMMUNITY AND DRAINAGE BASIN 0 Cover Practices = Flag Limits of NGPES ® Construction Sequence = Ofher Community = Other ' Drainage Basin Earlineton PART 10 SURFACE WATER SYSTEM Duwammish Waterway (Green River) i Grass Lined Channel Tank 0 Infiltration Ell ofa�ys ' Pipe System Ell Vault Depression Conveyance - ta tonaisl Other - SBUH PART 6 SITE CHARACTERISTICS Open Channel 0 Energy Dissapator = Flow Dispersal Compensation/Mitigation Dry Pond 0 Wetland � River � Floodplain = Waiver of Eliminated Site Storage Wet Pond = Stream 0 Regional Detention ' ® Stream Springbrook Creek 0 Wetlands Critical Stream Reach � Briei Description of System Operation n locvd yarem running through water Quality vault 0 Seeps/Springs i into Springbrook Creek Depressions Swales High Groundwater Table Facility Related Site Limitations ' C Lake Groundwater Recharge Reference Facility Limitation 0 Additional Sheets Attatched Steep Slopes Other Lakeside/Erosion Hazard SOILSPART 11 STRUCTURAL ANALYSIS PART 12 EASEMENTSTRACTS PART 7 L Drainage Easement ' ® Cast in Place Vault Other Access Easement Soil Type Slopes Erosion Potential Erosive Velocities Retaining Wall Flat Minimal [� Native Growth Protection Easement Rockery>4'High Trod 0 Structural on Steep Slope Ofher Additional Sheets Attatched I or a civil engineer under my supervision have visited the site.Actual site conditions as observed were incorporated into this worksheet and the 1/90 I attatchments. To the best of my knowledge the information providr! ' here is accurate. •fr.�or. 1/90 Southwest 16th Street Oaksdale Avenue Southwest to Raymond Avenue Southwest Figure BERGER/ABAM E N G I N E E R S I N C TIR Wroksheet 1 1 - N 1 1 U > > > V) <1 U J Q Z Z Lj 0O J o ~ SW pTH ST GRppY WAY 1 o v � r 1 SW ST \NPR SW ��1H 5l GRPO�( yL �- 1 4( 5 V) N 1 SW 16TH ST Q Q ¢ Q Q PROJECT inw z Q SITE zo w < moo Q - 1 Cr 41F� 1 SW 19TH ST 1 1 i 1 Southwest 16th Street Oaksdale Avenue Southwest Figure 1 BMGER,ABAM to Raymond Avenue Southwest E M G I N E F Site Location Map 2 1 ' Southwest 16th Street Oakesdale Avenue Southwest to Raymond Avenue Southwest ' SECTION II PRELIMINARY CONDITIONS SUMMARY Not applicable to this project. Figures 3 and 4 are also not applicable to this project. SECTION III OFF-SITE ANALYSIS The off-site area to the south of the site drains through a private system away from the project site. The western two-thirds of the off-site area to the north of the project slopes away from the project site and has no tributary drainage through the site. The eastern one-third of the off-site area north of the project site has a negligible flow from a pervious lawn that flows onto the project site. The off-site area to the east consists of approximately 1.5 acres of roadway that drains through the project site. The areas to the north and south of this section of roadway are mostly developed and do not discharge storm water through the project site. At present the majority of the off-site flow from the roadway to the east flows through a very flat ditch before it reaches the project site. The flow is partially detained in the ditch before it reaches the project site. In the future the system to the east may be enclosed and the peak runoff would be increased due to the greatly shortened time of concentration. The enclosed system for this project has been designed to convey the off-site drainage from the east after the system to the east is enclosed. 1 The storm water from this project site discharges into Springbrook Creek. Springbrook Creek drains the northeast portion of the Green River Valley and some of the Valley's east slope. It has a year-round flow. Prior to 1988, ' Springbrook Creek tended to back up just south of I-405 in the vicinity of the project site. The creek's flow was constrained by a silted channel, the I-405 embankment, and debris obstructing the culverts under I-405. Since that time the flood hazard has been eliminated. The channel was cleaned up, a retaining wall was built from SW 16th to I-405 along the Creek's east edge, and the culverts were cleaned out. With these improvements, the flow from the project site should not have any affect on flooding or erosion downstream of the outlet. 5 ' Southwest 16th Street Oakesdale Avenue Southwest to Raymond Avenue Southwest SECTION IV RETENTION/DETENTION ANALYSIS AND DESIGN ' Existing and proposed site hydrology were analyzed for the 100 year, 24-hour storm. The results are in Appendix B. For the existing condition(see Figure 5), four subbasins were analyzed: 1)the off-site area to the east flowing through the ' 400-foot ditch on the northeast segment of the project site, 2)the 400-foot section in the middle of the north side flowing directly into the wooded area on the north side, 3)the 400-foot segment on the northwest segment of project site flowing onto ' the private development on the north side, and 4)the ditch full length on the south side flowing into the short enclosed system and discharging into Springbrook Creek. ' The off-site flow is 1.48 cfs. The flow into the wooded area at the end of the ditch on the north side 400 feet west of Raymond is 1.60 cfs. This flow is assumed to infiltrate into the wooded area and eventually discharge through groundwater to ' Springbrook Creek. Because of the time it takes to get to the creek, it is assumed this flow does not contribute to the peak runoff to Springbrook Creek from the project site. The sheet flow from the middle north side 400-foot section is 0.19 cfs ' and is also infiltrated in the wooded area and does not contribute to the peak runoff to the creek. The flow from the northwest 400-foot section mostly flows into the landscape planters on the north side where it is infiltrated. Some also flows into the parking lot and down Oakesdale on the north side. The total flow is 0.19 cfs. The small portion that flows into the parking lot and down Oakesdale would be collected in 1 the Oakesdale storm sewer and pumped out into Springbrook Creek. This is a very small amount(assumed less than 0.05 cfs) and it is assumed not to contribute to the peak runoff to the creek. ' The runoff from the south side of the project site flows through a long flat ditch. The resulting 34 minute time of concentration limits the peak runoff to 0.29 cfs into Springbrook Creek. This is taken as the existing condition peak runoff from ' the project site. The proposed drainage system has only one basin(see Figure 6). All of the flow ' from the impervious areas of SW 16th from Oakesdale to Lind is collected and discharged into Springbrook Creek. As with the existing condition, the off-site flow is 1.48 cfs. This flow has two components; the flow from SW 16th from ' Raymond to Lind that flows through a ditch on the north side of SW 16th and the flow from the small enclosed system collecting drainage from the intersection of SW 16th and Raymond. If the system from Raymond to Lind is fully enclosed at a future date,the off-site peak flow will increase due to the decrease in the time of concentration. The drainage from the proposed roadway and sidewalks from Oakesdale to Lind will be collected in an enclosed system. The peak flow into Springbrook Creek from the new system is 3.13 cfs. 6 ' Southwest 16th Street Oakesdale Avenue Southwest to Raymond Avenue Southwest 1 RETENTION/ The increase in peak runoff from the 100 year, 24-hour storm is 3.13 cfs minus DETENTION 0.29 cfs or 2.84 cfs. This is over the 0.5 cfs cutoff for the"Negligible Peak Rate ' ANALYSIS AND Runoff Increase"exemption from peak runoff control. However,this project DESIGN proposes to comply with Special Requirement No. 5 and invoke the"Direct (continued) Discharge"exemption to peak runoff control. Per Special Requirement No. 5 a wet vault will be constructed under the center of SW 16th just east of Oakesdale. See Figure 6 for a sketch of the wet vault and Appendix C for the design calculations for sizing the vault. 7 1 1 Y vW SHE SHEEJ FLOW INTO D3- G j" PLANTE SHF-E T_ L-o" _J�� Qt,�QQ�> �.. �.�3c�_ _ t�L TQ__��R.C �_121 . AOD PhRK►"& I^o T — — -- 1=t^f)w rP,0(9 aFF-SIDE— a Y 171 T GH Ef`).D5 I ►J 2 "" �)1 ►L.i(� A i��7n) I t � OW E.D 6RE09 DITC—H ° o 12J _ -CL .T • si s twatQ�i D I TC.H E OD S A T G{}� H R5I►J �_ ` .,"• 1 �I�G� I} ct 1 f SiOF-.0 --y P�0 1 1 COLLECTED R A i BAS1N_,�_ EIM PT IED I►JTO DI T GH 1 2 I OG(-i t=AL.C- 1-0 PRosFGT s Irr_ �ti�c�_os�u SYSTC�r1 ;.n IMI i ut",• r"nUH(j(*] CAIJI"H nun UV I =----r 43 1 IV. r i... \.i 1 Z ...s. I V Yo 1 IT Southwest 16th Street Oaksdale Avenue Southwest to Raymond Avenue Southwest Figure BERGER/ABAM 1 NGINF ERS INC Existing Conditions 5 1 CA-1c-H BASIt') MON)HOLE -TYPE 3 ' �."'°� I , .-� -1-YP. NORTH SIDE) (TO T- 37�RcSPT THREE Mal CqRNHOLE TYPE 3 PIPES CqRRYW& OFF-Si-rF- D)PM. 5MI00TH ' "'^'�� I i �- .�Y� -_ � 6 / i !�E}L.�. PIPE , P4 41 ............................... ................. ........... ........... .......... .............. .......... ...................................... ...... ........... ........................- ...... ]Mo- .......... -7, if [.JET VOULT TYPE- I C,0 TCH (149 5 1 Q (SEE DETAILS BELOW) (T-YP. SOUTH FqJqj\)Vj0LE A01) 01.1 PIP(q . PIPE TE ?-Lt" y p T" SIL ' ;� a�I �" PIPE '� '� 21.00' TYPE ?-T" E I Lt. 2. 5 12" L,9T-FR19L TE I;Z" SE It . 63' 0 70 ' � z�.� 0 2�.�0 ----- 5. as A 0 fD ' P�R N TYPE: I C -,5Er--T-QAj -tL-a_ QOT TO SM-E NOT TO S::AI--E, TL - Vq LL I-T Southwest 16th Street Oaksdale Avenue Southwest to Raymond Avenue Southwest Figure BERGERIABAM EN G I N E E A S I N C 6 Proposed Conditions ' Southwest 16th Street Oakesdale Avenue Southwest to Raymond Avenue Southwest SECTION V CONVEYANCE SYSTEM ANALYSIS AND DESIGN ' The conveyance system analysis and design calculations are contained in Appendix A. The existing off-site system from Raymond to Lind consists of an enclosed system from Seneca to Lind and an open ditch from Raymond to Seneca. ' The enclosed portion is 12-inch-diameter concrete pipe. The pipe slopes are nearly flat and the pipes do not meet the requirement for 3 feet per second minimum full flow velocity. The ditch is fed by catch basins collecting street ' gutter flow. The ditch is also very flat. The proposed conveyance system for the project from Oakesdale to Raymond is designed to convey the off-site drainage from Raymond to Lind assuming that ' section will be fully enclosed in the future. The easternmost invert at Raymond for the proposed system is set based on a probable design for the future enclosed system from Raymond to Seneca. The assumed piping from Raymond to Seneca is ' 18-inch-diameter concrete pipe at 0.25 percent slope. The proposed system from Oakesdale to Raymond consists of a series of 150-foot roadway grades of plus and minus 0.5 percent. Curb and gutter will run full length of project on the north and south side. The gutter flow is collected by Type 1 catch basins on the south side at the valleys in the profile. The flow is conveyed in 12-inch-diameter lateral pipes to the north side and into Type 2 catch basins. ' The gutter flow from the north side is collected in the Type 2 catch basins. The flows combine and are conveyed to the west in a series of 300-foot segments of 24-inch-diameter pipes at 0.15 percent. The flow is eventually conveyed into the ' proposed water quality wet vault described earlier(see Section IV). The discharge from the wet vault is conveyed through an existing manhole and into Springbrook Creek. SECTION VI SPECIAL REPORTS AND STUDIES Not applicable to this project. SECTION VII BASIN AND COMMUNITY PLAN AREAS Not applicable to this project. ' 10 ' Southwest 16th Street Oakesdale Avenue Southwest to Raymond Avenue Southwest ' SECTION VIII OTHER PERMITS ' It is assumed that a Shorelines Substantial Development Permit(per the Shoreline Management Act)will be required for this project. The reviewing agency will likely be the King County Department of Development and Environmental Services. Since the permit has not been obtained yet, there are no known additional drainage requirements at this time. SECTION IX TEMPORARY EROSION AND SEDIMENTATION CONTROL ANALYSIS AND DESIGN Erosion and sedimentation control will be accomplished on this project by following a strict construction sequence and the use of silt fences and hay bale dams. The construction sequence will require the existing ditches be maintained until the installation of the new drainage system and the curb and gutter. Up until the curb and gutter is completed, silt fences will be installed at the grading ' limits on the north side from the eastern end of the wooded area to Oakesdale. At the same time,hay bale dams will be constructed in the ditches on both sides every 200 feet and at the discharge points of the ditches. After the curbs and gutters are in place and the drainage system is complete and operational, the ditches will be cleaned of sediment and filled where called for on the plans. Sediment traps will be installed on the catch basins until the ' construction is completed. SECTION X BOND QUANTITIES WORKSHEET, RETENTION/DETENTION FACILITY SUMMARY SHEET AND DECLARATION OF COVENANT ' Not applicable to this project. ' SECTION XI MAINTENANCE AND OPERATIONS MANUAL ' Not applicable to this project. 1 1 i 1 Appendix A 1 Conveyance Design Calculations 1 1 1 1 1 i 1 1 1 1 1 1 1 Y o Wes- U�ut�- ov TvT O E o + zO+oo W 43 37-too _. � 35t�o mw n � CONVEYANCE SYSTEM ANALYSIS AND SIZING TABLE USING THE RATIONAL METHOD C ►- Location Area C C•A Sum T i 1 0 Pi T QF V V z Sub Basin Number c q q q Pe yP Slope L T G� From To (ac) C•A (min.) (c.f.s. (in.) n (ft.ft. (Pipe (pipe (at L3 ) full) full Q ) (ft•) (min.) '`w� n ,V,00 301 00 > , U.V 0 0 Z C)17- 0.09Z 70 2. l 100 i3O z P: o. l 1 1.1 3. y J i je ao12 . -71 3 2 3 0 r 00z1+ o C- 0.��o, 0 4.Z 3 0. 0 2 . 0,T Iy 3 3 16 10,212, .0025- 1, �n ZI-+, ) t5 r 0, a 0 I)o 0. I Cn 3 O 7,. 1 0J x x 5 3. 0 5 I o .. z D, 0.90 0.3 . 3 O,SQ 2 0.9Z p 0 F = 1 .O1Z 0,00t 9. Q 2.5 300 7t7 H 15+50 3t5� / ) 3 c 4.3 2 q C 0 S. o.oi2 2. 3 0 I z W : ��� I i - Cx f).� 0.110 31t 3 �. Z. �' w = GGa Z Z Z 3.03 .w 300 1.OT- 0 a 3 � �= vA I � a v, - C A M r� } � a z y � M ri C M z z a z Project: S 1 }-}� R S Pq 3.�} Calcs b : Job No: C Location: 1/4 1/4 Sec.—TWP RGE. Date: / / Page of r CD 0 Project ( nr i o Sheet of L 1 Job Number_ 49-IO`7. BERGERIABAM subject )]�-� ; no� Designer_ �,l-„� 1 E N,G I N E E R S I N C. I �^ Date 1 s lopes z00 ' V = Z ohs (aZ�> C_)v r Z vvUJ, 1 lEng-0 11796 96L!10-00O-6u3, Cl c C 2 '4� = � L 1 2 �d 'd _ I sled ja . MlnS W"W H3✓83O 1egwnNnN Uof qor W 1ee4S S P"d 96L t t o-o00-6u3, cd a S rJ �h0� U o����j �=� 40 �1 Sso 1 iG 4401 C?S' 1 04 d ..�-1'�n v I �..�5 • �pV oc 3 l� �-�I Q �—a v--I oID cv� N Jau61seQ ions D N I S H 3 3 N 1 0 N 3 WV9h'/213-92139 +,0 L to JegwnN gotr , l0 38e4S 3�d Project�!a I<r7-�h S` Sheet of Job Number BERGER/ABAM Subject Designer E N,G I N E E R S I N C. Date I -( s - 0<2,w (n 61-n k o le- � ex. ► 2�, , 7.60' 0, 875 - L v 100 2,S) 0 - �I ✓� mil h c `� �+ �,'J� GQ�n� Q� o gT5 0, , 5 F_ l O VTR Enq--004-01175% Project ;t►ire ' , :�— Sheet //��((�� of BERGEJob Number_/7"/�2± ENGINEERS BAM Subject -�,; �� Designer_ <,(' 1L ) E N;G I N E E R S I N C. n Date F, � 0, 35 i-c. P ;�� (ISO) �-55) _ '�5ZS© �-2 Ic) Eng--000-011796 •� � N -F� 11/18/96 page 1 SW 16TH ST EXISTING DRAINAGE 100 YEAR, 24 HOUR STORM ------------------ BASIN SUMMARY BASIN ID: 14001000 NAME: SW 16TH N. SIDE 14+00 - 10+00 SBUH METHODOLOGY • TOTAL AREA. . . • 0 . 15 Acres BASEFLOWS : 0. 00 cfs RAINFALL TYPE. . . . . KC24HR PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 15 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 ABSTRACTION COEFF: 0 . 20 TC. . . . : 0 . 00 min 0 . 37 min impTcReach - Sheet L: 17 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0200 PEAK RATE: 0 . 19 cfs VOL: 0 . 05 Ac-ft TIME: 470 min BASIN ID: 17001400 NAME: SW 16TH N. SIDE 17+00 - 14+00 SBUH METHODOLOGY TOTAL AREA. . . . . . . . 0 . 15 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 15 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 ABSTRACTION COEFF: 0 . 20 TC. . . . . 0 . 00 min 0 . 37 min impTcReach - Sheet L: 17 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0200 PEAK RATE: 0 . 19 cfs VOL: 0 . 05 Ac-ft TIME: 470 min BASIN ID: 21001000 NAME: SW 16TH S . SIDE 21+00 - 10+00 SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 45 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 45 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 ABSTRACTION COEFF: 0 . 20 TC. . . . . 0 . 00 min 34 . 47 min impTcReach - Sheet L: 17 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0200 impTcReach - Channel L: 1100 . 00 kc: 17 . 00 s : 0 . 0010 PEAK RATE : 0 . 29 cfs VOL: 0 . 14 Ac-ft TIME: 480 min BASIN ID: 21001700 NAME: SW 16TH N. SIDE 21+00 - 17+00 SBUH METHODOLOGY TOTAL AREA. . . . . . 0 . 15 Acres BASEFLOWS : 1 . 47 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 15 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 ABSTRACTION COEFF: 0 . 20 TC. . . . : 0 . 00 min 12 . 77 min impTcReach - Sheet L: 17 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0200 impTcReach - Channel L: 400 . 00 kc : 17 . 00 s : 0 . 0010 PEAK RATE: 1 . 60 cfs VOL : 6 . 12 Ac-ft TIME: 480 min 11/18/96 SW 16TH ST page 2 EXISTING DRAINAGE 100 YEAR, 24 HOUR STORM ------------------------- BASIN SUMMARY BASIN ID: 24002150 NAME: SW 16TH STA 24+00 - STA. 21+50 SBUH METHODOLOGY TOTAL AREA. . . . . . . . 0 . 32 Acres BASEFLOWS: 0 . 96 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP ' PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 32 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 ABSTRACTION COEFF: 0 .20 TC. . . . : 0 . 00 min 8 . 09 min impTcReach - Sheet L: 30 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0200 impTcReach - Shallow L: 150 . 00 ks : 27 . 00 s : 0 . 0050 impTcReach - Channel L: 200 . 00 kc: 17 . 00 s : 0 . 0010 PEAK RATE: 1 . 26 cfs VOL: 4 . 06 Ac-ft TIME: 480 min BASIN ID: 30002400 NAME: SW 16TH STA 30+00 - STA. 24+00 SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 76 Acres BASEFLOWS : 0 . 30 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 76 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 ABSTRACTION COEFF: 0 . 20 TC. . . . : 0 . 00 min 13 . 38 min impTcReach - Sheet L: 30 . 00 ns : 0 . 0110 p2yr : 2 . 00 s : 0 . 0200 impTcReach - Shallow L: 400 . 00 ks : 27 . 00 s : 0 . 0050 impTcReach - Channel L: 300 . 00 kc: 17 . 00 s : 0 . 0010 PEAK RATE: 0 . 96 cfs VOL: 1 . 47 Ac-ft TIME: 480 min BASIN ID: 32003000 NAME: SW 16TH STA 32+00 - STA. 30+00 1 SBUH METHODOLOGY TOTAL AREA. . . • 0 . 32 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . . KC24HR PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 32 Acres TIME INTERVAL. . . . . 10 . 00 min CN. . . . : 0 . 00 98 . 00 ABSTRACTION COEFF: 0 . 20 TC. . . . : 0 . 00 min 7 . 22 min impTcReach - Sheet L: 30 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0200 impTcReach - Shallow L: 200 . 00 ks : 27 . 00 s : 0 . 0130 impTcReach - Channel L: 100 . 00 kc : 42 . 00 s : 0 . 0024 impTcReach - Channel L: 267 . 00 kc: 42 . 00 s : 0 . 0005 PEAK RATE: 0 . 30 cfs VOL: 0 . 10 Ac-ft TIME: 480 min 11/18/96 page 3 SW 16TH ST EXISTING DRAINAGE 100 YEAR, 24 HOUR STORM ------------ BASIN SUMMARY BASIN ID: RAYMOND. NAME: INT. OF SW 16TH AND RAYMOND SBUH METHODOLOGY TOTAL AREA. . . . . . . . 0 .18 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 .90 inches AREA. . : 0 . 00 Acres 0 . 18 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 1 .46 min ABSTRACTION COEFF: 0 .20 impTcReach - Sheet L: 30 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0200 impTcReach - Shallow L: 100 . 00 ks : 27 . 00 s : 0 . 0050 PEAK RATE: 0 . 22 cfs VOL: 0 . 05 Ac-ft TIME: 470 min i 1 11/18/96 page 4 SW 16TH ST EXISTING DRAINAGE 100 YEAR, 24 HOUR STORM ------------- HYDROGRAPH SUMMARY ' PEAK TIME VOLUME HYD RUNOFF OF OF Contrib NUM RATE PEAK HYDRO Area cfs min. cf\AcFt Acres 3 1 . 259 480 177058 cf 0 . 32 4 0 . 216 470 2395 cf 0 . 18 5 1 .467 470 179454 cf 0 . 50 11/19/96 page 1 SW 16TH ST PROPOSED DRAINAGE 100 YEAR, 24 HOUR STORM BASIN SUMMARY SUMMARY BASIN ID: 12501100 NAME: SW 16TH PROP 12+50 - 11+00 SBUH METHODOLOGY ' TOTAL AREA. . . . . . . : 0 . 38 Acres BASEFLOWS : 2 . 70 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 38 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 ABSTRACTION COEFF: 0 . 20 TC. . . . : 0 . 00 min 2.49 min impTcReach - Sheet L: 21 .00 ns: 0 . 0110 p2yr: 2 . 00 s : 0 . 0200 impTcReach - Channel L: 200 . 00 kc:42 . 00 s : 0 . 0015 PEAK RATE: 3 .13 cfs VOL: 11 . 27 Ac-ft TIME: 470 min BASIN ID: 15501250 NAME: SW 16TH PROP 15+50 - 12+50 SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 38 Acres BASEFLOWS : 2. 29 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 38 Acres TIME INTERVAL. . . . . 10 . 00 min CN. . . . : 0 . 00 98 . 00 ABSTRACTION COEFF: 0 . 20 TC. . . . . 0 . 00 min 3 . 51 min impTcReach - Sheet L: 21 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0200 impTcReach - Channel L: 300 . 00 kc:42 . 00 s : 0 . 0015 PEAK RATE: 2 . 70 cfs VOL: 9 . 58 Ac-ft TIME: 470 min BASIN ID: 18501550 NAME: SW 16TH PROP 18+50 - 15+50 SBUH METHODOLOGY TOTAL AREA. . . . . • 0 . 38 Acres BASEFLOWS : 1 . 88 cfs RAINFALL TYPE. . . . .• KC24HR PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 38 Acres 1 TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 3 . 51 min ABSTRACTION COEFF: 0 . 20 impTcReach - Sheet L: 21 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0200 impTcReach - Channel L: 300 . 00 kc : 42 . 00 s : 0 . 0015 PEAK RATE: 2 . 29 cfs VOL : 7 . 88 Ac-ft TIME: 470 min 11/19/96 page 2 SW 16TH ST PROPOSED DRAINAGE 100 YEAR, 24 HOUR STORM ------------ BASIN SUMMARY BASIN ID: 21501850 NAME: SW 16TH PROP 21+50 - 18+50 ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 38 Acres BASEFLOWS: 1 . 48 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres 0 . 38 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 4 . 54 min ABSTRACTIONCOEFF: 0 . 20 impTcReach - Sheet L: 21 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 0200- impTcReach Channel L: 400 . 00 kc. 42 . 00 s : 0 . 0015 PEAK RATE: 1 . 88 cfs VOL: 6 . 23 Ac-ft TIME: 470 min i 1 1 1 1 I 1 1 ' Appendix C ' Wet Vault Design Calculations r Project 51A 1 1 Ft _ _ Sheet � ' Job Number�—104-1 BERGER/ABAM Subject ll)p,-}- V�„�f Designer E N G I N E E R S I N C. (� Date 1! _ (� ' "/(() CLAC Se.�.�t a,� mot-. �. Z �� t-he-, the, �o,— c, y 5 de,(A�Q1k5 o 44 n bow a s P c�-ecZ 5 5� 0DO �{- 1 r I , �w0 0 .G7 3 -r _ �V-7 1 1 1119-oo 11796 1 Job Number 69—7 0 E N I NE E R S I N C Subject�� Ur��1-}- � n Designer 1 E N G I N E E R S I N C. 1 (� Date- ' 1 3 56, 3 ' or) 1 1 1 1 1 1 1 1 1 1 Eng-OO4-077796 CITY OF RENTON PLANNINGBUILDING/PUBLIC WORKS MEMORANDUM DATE: December 24, 1996 TO: Joe Armstrong FROM: Ron Straka iY�_ STAFF CONTACT: Scott Woodbury SUBJECT: SW 16th Street Drainage Report Review The following are the Surface Water Utility review comments to the above-referenced report. Most of the comments are general in nature to confirm major assumptions and the storm system design concept. Detailed review of the report will be done by Plan Review staff concurrent with review of the project construction plans. Wetvault Analysis/Design More detail is needed on the design of the diversion to the wetvault. How the water quality storm (one third the 2-year storm precipitation)will be diverted into the wetvault and what happens during storms greater than the water quality storm needs to be defined. It may be beneficial if the consultant did a brief survey of other cities where these systems are being used. The design plans and calculations from these existing facilities can be used as a guide for the design of the wetvault for this project. The change in the direction of flow from the main line into the water quality vault should not be greater than 90 degrees. The inlet pipe to the vault should also not be a siphon arrangement (below the level of the top of the dead storage), as it requires an unnecessarily deep sump at the diversion structure. The diversion structure should be designed to minimize the increase in head required to pass design flows above the water quality event. This avoids surcharging the water quality facility at high flow conditions and surcharging of the upstream conveyance system. Maybe a concrete baffle wall/weir could be used inside the diversion structure to allow the outlet pipe to be lowered as far as downstream grades will allow so that high flows can pass across the weir with little increase in depth upstream. The volume of the vault should be computed using the King County HYD program. The method used in the report to compute the volume is overly conservative, potentially by as much as 50% greater than the volume computed using King County's HYD program. An orifice restrictor will probably be required on the inlet to the water quality vault to control flow into the vault. Joe Armstrong • • SW 16th Street Drainage Report Review Page 2 The consultant should attempt to achieve a vault design that may be precast and this should be confirmed in the report. Otherwise the road may have to be closed for an exterided time while a cast- in-place vault is constructed. Also, a cast-in-place vault probably adds significantly to the cost. The consultant's work should be to identify a vault that not only meets the water quality requirements, but can be constructed and is cost effective. Conveyance System Sizing Analysis A backwater analysis is needed to confirm the sizing of the drainage system. The analysis for the 25-year event should use a water elevation in Springbrook Creek of 11.58 feet NAVD88. The analysis for the 100-year event should use a water surface elevation of 12.58 and 16.58 feet NAVD88. The 12.58 foot elevation reflects the 100-year water surface elevation in Springbrook Creek assuming pumping at the downstream Black River Pump Station is unrestricted. The 16.58 foot elevation reflects a severe Green River flood that causes the pumping station to restrict its pumping rates in accordance with the Green River Interlocal Agreement. Both of these tailwater conditions should be evaluated in determining the appropriate pipe sizing. The pipes must be sized such that the hydraulic grade line is at least 0.5-foot below the top of the storm system structures for the 25-year event. The structures may be overtopped during the 100-year event, but the hydraulic grade line is to not exceed the crown elevation of the road. Also, possible overflow routes should be reviewed to ensure that impacts from potential overflows are minimal. Of particular concern is the magnitude of the head loss at the wetvault diversion structure and how this might affect the upstream water surface profile. Except for the west 2/3 of the area west of Raymond, the conveyance design should include off-site areas on the north side of SW 16th Street as if they were developed. The lawn area referred to in the east 1/3 of the portion west of Raymond may be converted into a parking lot at some future time and drain to the SW 16th Street system. Similarly,the areas east of Raymond may also be converted and are large enough in area that they should not be ignored. The consultant needs to have accurate data on existing storm drainage features so that the hydraulic analysis results are also accurate. Assuming a datum conversion as was done on the 5th page of Appendix A is not acceptable. Accurate elevations should be obtained from field surveys. Elevations from as-built should also be confirmed in the field if the data is to be used to determine critical pipe grades. Detention With the assistance of the U.S.D.A. Natural Resources Conservation Service,the Springbrook Creek channel has been widened from SW 16th Street to the Black River Pump Station. The proposed project will directly discharge into the widened channel and have a negligible effect on water elevations in the creek. Therefore, the proposed storm drain system may discharge to the creek without providing peak rate runoff control. However, since the project is proposing direct discharge, Special Requirement #5 of the King County Surface Water Design Manual has to be satisfied (wetpond/wetvault water quality treatment). Please have your consultant replace the last paragraph of the off-site analysis with the above sentences. Other Figures should be provided showing the drainage subbasins and soils in accordance with page 2.3.1- 2 of the KCSWDM. I don't understand why it is stated they are not applicable (see Section 11 on page 5 of the report). A drainage subbasin figure is provided on the first page of appendix A, Joe Armstrong SW 16th Street Drainage Report Review Page 3 although the subbasins designations are not used in the hydrology calculations of appendix B. The figure in appendix A is also unclear with regard to the extent of the subbasin area for area D. Also, the figure should be to scale. A USGS map, aerial photo, or other topographic map should be used a the base for the figure. Using a baseflow value in the hydrology calculations of appendix B is unconventional. The time of concentration, area, and CN values should be determined at each point of interest and design flows computed with no baseflow added. How does the consultant know that runoff into the densely wooded area on the north side of SW 16th Street between Oakesdale and Raymond Avenue infiltrates into the ground? A 1980 Corps of Engineers topography map shows the area slopes to the I-405 south roadside ditch. There are probably localized depressions in the wooded area, but I'm not sure all flow into the area infiltrates. This should be confirmed. If in fact most of the flow in the ditch on the north side of the existing road flows into the wooded area between Oakesdale and Raymond, then the new storm system will intercept this flow so that it no longer drains into the wooded area. The wooded area is noted as a wetland on the City of Renton's wetlands inventory. Diverting flow from the wetland may be viewed as an impact which you should be prepared to address in the project's environmental review process. It may be more cost effective to provide detention and no water quality treatment for the project (water quality treatment is not required unless using direct discharge because new impervious areas will not be subject to vehicular use). This should be confirmed. In the last sentence of the 2nd paragraph of Section V of the report,the 18-inch pipe should be noted as smooth wall pipe. It will not necessarily be concrete. King County DDES will not be the reviewing agency as noted in Section VIII of the report. Shoreline permits are reviewed by the Washington State Department of Ecology. A summary sheet of existing and developed conditions flows at all points of interest should be included in the report. The points of interest should be clearly shown in the figures.] If you have any questions regarding these review comments, please contact me at 277-5548, or Scott Woodbury at 277-5547. H:DOCS:96-892:SSW:RJS:ps Design • • 60 ;a� i + T }} +r,•i111111li9r.W�. V�\�{.'L'� VO Southwest .. - 16th Street SouthwestOakesdale Avenue Raymond Avenue Southwest oil fA Prepared for The City of Renton Planning/Building/Public Works Transportation Systems Division Renton, • • Prepared by B = B: _ •• No. ' • •4 Revised 20 January 1997 DESIGN REPORT Southwest 16th Street ' Oakesdale Avenue Southwest to Raymond Avenue Southwest Prepared for The City of Renton Planning/Building/Public Works Transportation Systems Division 2 December 1996 Revised 20 January 1997 ' Submitted by BERGER/ABAM Engineers Inc. 33301 Ninth Avenue South, Suite 300 ' Federal Way, Washington 98003-6395 Job No.A97041 ' Southwest 16th Street Oakesdale Avenue Southwest to Raymond Avenue Southwest 1 TABLE OF CONTENTS 1 SECTION PAGE ' Introduction ................................................................................... 1 1 Existing Conditions ...................................................................... 1 ProposedRoadway Improvements ............................................ 4 LEstimate of Probable Construction Costs ................................ 12 LIST OF 1 Vicinity Map FIGURES 2 Site Location Map ' 3 Roadway Section 4 Plan and Profile Sta. 9+00 to Sta. 13+00 5 Plan and Profile Sta. 13+00 to Sta. 18+00 1 6 Plan and Profile Sta. 18+00 to Sta. 23+00 ' LIST OF TABLE 1 Estimate of Probable Construction Costs ' APPENDIX A Illumination Calculations B Pavement Design 1 i 1 t 1 1 1 �� Southwest 16th Street Oakesdale Avenue Southwest to Raymond Avenue Southwest ' INTRODUCTION This report is the culmination of work performed to date for the City of Renton by P BERGER/ABAM Engineers Inc. for the proposed reconstruction of Southwest 16th ' Street(SW 16th)between Oakesdale Avenue Southwest(Oakesdale) and Raymond Avenue Southwest(Raymond). The report contains the findings and recommendations necessary to prepare final contract documents for this roadway ' reconstruction project. Project Site/Location The project is located within the City of Renton, Washington. See Figures 1 and 2. Project Background SW 16th Street from Oakesdale to Lind Avenue Southwest(Lind)was originally a two-lane concrete road and then was paved with asphalt to three lanes in 1988 for detour use during the construction of the Lind project. Since then, SW 16th west of Oakesdale and east of Raymond have been reconstructed to permanent ' roadway standards by developers. This project will complete the reconstruction of SW 16th to permanent roadway standards. Scope of Work 1100 feet of SW 16th will be reconstructed with a new 42-foot-wide roadway. The roadway will provide three traffic lanes, a 12-foot center turn lane and two 15-foot ' curb lanes to accommodate a Class III bike route. Curb and gutter will be added on the north side and curb and gutter and sidewalk will be added on the south side. Drainage will be collected by catch basins, conveyed by piping, and treated ' in a water quality wet vault. Street lighting will be added between Oakesdale and Raymond. ' EXISTING Roadway CONDITIONS The existing asphalt concrete roadway is 33 feet wide and approximately 3 inches thick. Underlying the center 22 feet of the roadway is an 8-inch-thick cement ' concrete roadway. Several driveways of varying width intersect the roadway on both the north and south sides. There is presently no shoulder, curb, or sidewalk. Existing right-of-way is 60 feet wide with 30 feet to each side of the centerline of the roadway. Utilities ' There are a number of utilities running parallel to the roadway. Buried under the north side of the roadway is a sanitary sewer line to the outside and a telecommunications conduit bank on the inside. The conduit bank is six conduits ' encased in concrete. It is known as the"FAA"line. On the south side, a buried gas line runs on the inside and a buried water line runs on the outside. Overhead power lines run about 7 feet inside the south right-of-way line. Existing 1 12NM "Bi�t IRAiv�,R _ >, r• N +j r a s 6 of 5 roar ! 'a PS (IB KY Rn ✓' sr-�� �-1� `$ 9L 'l.,�fSn'F'.j26,_ `J ���ia � �,, ,zerN sr �` .�� '� it 4,.su-/ N S 1277N lzgT C� _iTe�- � S�'1 �' �'^ 128TH ST �✓� q �s� >2 t I t? e�i•' < <' I28TH ST lzery, $ r QI S(I 97NPL; S 129TH ST _ S STDN51_ UH C I �1�J,yD r Pt�Cr a!E'Ca E 'yG AlVWT _ �� ��I777��iRo n �r+'<'ST u r ws■ S , gg I �I ORT HY i _S 133R0 T081N !cv a ST s 0 1341Nal 'sr � o r R I K `e J» 4 pG ewF 138TH WY 11 1 S I U�R --sT--_,, S .~y � == A .5„°�° y � <_ •II �vUNGT' OS-fN, �' S 3RD I T S s y'�5 _ V r. ' 4 •11 SUN d '.S aTH f, lanD y w ",DOW �rBY 1 r MEYER S 8 N1� 1 31ifl 5,• N 1 LC�T A n ST 5 a RA2EtPUT sT- N B TH 1a2< r FS r ' ST �O �r� •. NTO N J I 5� In . ruucr � I � 1 � G DY [mtR -ST` s } M S, '� .�'� r Sr y > 12M 5T AOL1D+r VILLAGE PL r sr s r:q A 24 d 'zw A vTM zT ,Xr FRW� , �2Xo ST szNO sr 23 Is` ST S T '—I� J S 152ND PL r ua mon ST1Lp? §" S IBT s- lSTN KIM H Xs,c �1 1 �'°° 5 Y ST If gg Sim 1\ SW 19TH ST ` 4 s ' ` l �4j TUkly E` I� S 19THN STS 8 SOUTHCERTER I� PAY \I -'L 1 Q � '1� ➢ a"" a n 964 5 j i`� y y ' I� BAJ(ER BL D �� yi 1 i �- �^ SV 23Rp 5T S-23RD ST. r Po R 164TM STRANDER BLVD� � i � < av N § .E R ON 22TH ., n ST 5 L!� � ST s ,� O SCJWENTER PU TRECK INDC, S S ff 'LAN CT 26 DR CTIM T ,S s Ise m cWWl ry 29TH s-r �o sT ^ er XMW, ■ 5 25 d I 30 s iX ET '< m ` w r. H I 1W 30TH S S ES 5ID0 N 315T 5T _— CORPORAT - ` AI 1TRD ST ' w DR N ST Leo r �PA d TH ST 7 R M1D , )ITN ST S S" I Z P13i�ARDiIY N _ v 5T , - Sr PL42A — S J ST 3 LAN w ' S / � 178TH yI - sw ST Cr OR RI L LA SW a 41STST - 1zSM• k .C.See 0-- See Figure 2 ' Site Location Map \\\\\\ Project Location North Southwest 16th Street Oaksdale Avenue Southwest Figure ' BERGERIMMM to Raymond Avenue Southwest E N0 1 N E E R R I N C. Vicinity Map N U) V) > cn > > a Q Q o 'fl J Q Z w -� _ J12 Z o' cn SW pTH ST G RAp� wAY o o o 7- SW 12T H ST 3T H ST GRPp� �P �L SW -r- t 405 Cf) U SW 16TH ST Q QLIU>, Q .......................... w Q J s� PROJECT U o SITE o w z : r mi (n J CD o� Begin Project End Project U) Sta 10+50 �FF� Sta 21+50 Li SW 19TH ST Southwest 16th Street Oaksdale Avenue Southwest Figure 8UGERIABAM to Raymond Avenue Southwest E N G I N E E R D I X C Site Location Map 2 ' Southwest 16th Street Oakesdale Avenue Southwest to Raymond Avenue Southwest ' EXISTING illumination is provided by luminaires mounted on the power poles on the south CONDITIONS side. (continued) Drainage Drainage is mostly collected in roadside ditches. The ditch on the south side discharges to Springbrook Creek at the west end of the project. The ditch on the north side discharges into a wooded area north of the center third of the project. ' This ditch on the north side also conveys off-site roadway drainage. See the Technical Information Report for this project dated 25 November 1996 for further information on the existing drainage system. PROPOSED Horizontal and Vertical Alignment ROADWAY (See Figures 4, 5, and 6) IMPROVEMENTS The horizontal alignment for the new roadway will follow the existing alignment. The centerline of the roadway will be on the centerline of right-of-way. The vertical alignment will be slightly raised over the existing grade. This will allow ' for at least 6 inches of new asphalt concrete pavement over the existing cement concrete pavement. The new grades will be a series of±0.5 to 0.75 percent slopes to allow for drainage with no drainage run greater than 150 feet. Roadway Section (See Figure 3) The typical pavement section varies depending on the distance from the centerline (see Appendix B for the pavement design). The middle 22 feet is designed with the intention of leaving the existing cement concrete pavement in place. At a minimum, 6 inches of asphalt concrete will be placed directly on the t concrete. At a maximum, the 6 inches of asphalt will be placed over as much as 14 inches of crushed surfacing top course, which will be placed over the existing concrete. Outside of the existing cement concrete pavement, 6 inches of asphalt concrete will be placed over 6 inches of crushed surfacing top course. The existing subgrade will be overexcavated to allow the placement of 2 feet of gravel borrow. Edge Conditions In general, the intent of this design was to have a 3:1 horizontal to vertical grass covered fill slope outside the back of sidewalk on the south side and outside the shoulder on the north side. When this section was analyzed in various locations it t was altered to better match particular situations. On the south side, a 3:1 slope generally met existing ground on the south bank of the existing ditch. This would create a depression to fill with stagnant water. It would also be unattractive and would be a tripping hazard. i 4 6 OF ~ OADWAY & ROW R' CONSTRUCTION NORTH " " SOUTH CONSTRUCTION A LINE EASEMENT ROW ROW EASEMENT 10' 30' 30' 20' Z O VARIES 5' 21 ' 21 ' 6.5' 22.5' ' z U O W 15' LANE 12' TWO-WAY 15' LANE WN 9 LEFT TURN LANE II x � I 9 p EXISTING EXTRUDED CURB AND ' 5 4 3 I 2 5 ASPHALT CONCRETE PARKING LOT N O 3 0.02"/FT 02' FT 02 FT 0 02' FT VARIES Q O I II II I (N W till 10 O Q * _ 10 . . 4 SEE BELOW FOR DITCH APPROXIMATE EXISTING GROUND SECTION STA 18+50 TO 7 8 7 8 STA 20+58 LEGEND WZ * EXISTING GROUND SLOPES AWAY FROM ROADWAY (� ROADWAY — A LINE STA 1 1 +00 TO STA 21 +53 00. 17' ASPHALT CONCRETE PAVEMENT CLASS B O F- STA 11+00 TO STA 17+35 AND SLOPES TOWARD SCALE: N.T.S. O 0.33' ASPHALT CONCRETE PAVEMENT CLASS E Fes-Z < ROADWAY STA 17+35 TO STA 21+35 _W U ++ 3 - STA II+00 TO STA 13+00 AND O VARIES 0.00' TO 1 . 17' CRUSHED SURFACING TOP ag STA 17+35 TO STA 21+35 COURSE COMPACTED TO 95% MAXIMUM DRY DENSITY 2 - STA 13+00 TO STA 17+35 O 0.50' CRUSHED SURFACING TOP COURSE COMPACTED TO 95% MAXIMUM DRY DENSITY a� OPORTLAND CEMENT CONCRETE BARRIER CURB AND ' 4 GUTTER (SEE RENTON STD, PLAN F001) Y a O 0.67' EXISTING PORTLAND CEMENT CONCRETE PAVEMENT TO BE LEFT IN PLACE. PLANE 0,25' EXISTING ASPHALT CONCRETE PAVEMENT TO EXPOSE ' SURFACE OF PORTLAND CEMENT CONCRETE PAVEMENT �1 �g O 2.00' GRAVEL BORROW COMPACTED TO 95% MAXIMUM -� VARIES VARIES 5' DRY DENSITY OEXISTING SUBGRADE COMPACTED TO 95% MAXIMUM DRY DENSITY 9 3 II I11111 I O 0.25' TOPSOIL WITH HYDROSEEDED GRASS I i I: 3 II it 10 GRAVEL BORROW SUBGRADE COMPACTED TO 90% I I MAXIMUM DRY DENSITY 10 Q .1\ \�"IIIIIIgUI I\ a a II 0.33' PORTLAND CEMENT CONCRETE SIDEWALK ' 0 13 '%• 12 GRAVEL BORROW SUBGRADE COMPACTED TO 95% MAXIMUM DRY DENSITY ' }m — 13 EXISTING SUBGRADE COMPACTED TO 90% MAXIMUM "A" DRY DENSITY DITCH A LINE STA 18+50 TO STA 20+58 SCALE: N.T.S. 4 Z N O Z FIGURE 3 ELECTRICAL CABINET ' n EDGE OF CONCRETE ON CONC. PAD gCL GR S BEGIN STD. CURB/GUTTER CONCRETE 18 BARRIER o SSMH RIM = 20.65 + FL 24"CONC. = 5.30 c, 25' DRIVEWAY I� O 'EDGE OF U7 TRAFFIC 4' DIA. ELECT. MANHOLES la O ASPHALT O VAULTS t 1' ABOVE GRADE SSMH RIM = 20.63 I p W r j CONCRETE WALL ➢ 1 s NV.FL 240CPVC (S) 5=8114.44 a z J W/6' CHAIN LINK FENCE GRAS Y SSMH RIM = 20.52 ASPHALT a a EDGE OF WATER ® TOE 7 r - ➢ FL 24'CONC. = 5.50 PARKING AREA w a Q 3 SSMH RIM = 20.54 10' CONSTRUCTION I>a a- (n EASEMENT I Q<ow N O � � 1 zo FL 24"GONG. = 5.53 EDGE OF A HALT �GATEz�� Z O BENCH MARK A N HOLE 5 CATCH BASIN w a \ DJZ ~ BRASS DISK A VY Q Q O RIGHT OF WAY RENTON #1881 ti� ° I= 3 O - — PER PLAT — ELEV_24.1 6' — — — — — — — + FALL+ + + + I I~ FILL T Z + CONC. W SIGN + + to w Q CVR Q -jm S +S + �' v + + .Sa O 0- 1 + ¢ a ++19 + + 5+ ��..,� Q FOUND MON. IN CASE o r--p ' (n BRASS DISK W X o d SDMH RIM = 21.10 21 9 18 CONC S = 12.0 10.00 I V. 24 CONC. W = 11.49 IL o t -G CTS —W W W W G L`Z — O Z =` 20— v `p—++ + + + I W OR PER PLAT uJ RIGHTOF WAY 19 p p + ++ EDGE OF — p p23 + WATER p p + +21 + + 3 + mo + + a ,8\ CB RIM = 17.63 ELECTRICAL C INET ON C. A —' 20' CONSTRUCTION ® ql o T CONCRETE WALL INV. = 13.73 TYPE 1 CATCH BA IN EASEMENT a� LEGEND W 6' CHAIN LINK FENCE I RIGHT OF WAY 50' DRIVEWAY ASSUMED LOCATION DEED K.C. 8911030 9 I i CEMENT CONCRETE SIDEWALK OR DRIVEWAY SHOULDER OF SW 16TH TECH q CENTER CURB ® ASPHALT CONCRETE PAVEMENT o ® GRASS �Q ' 50.00' VC HIGH POINT ELEV = 21.93 MATCH EXISTING GRADE HIGH POINT STA = 12+50 STA 10+50 PVI STA = 12+50 ELEV = 20.99 PROFILE GRADE u) PVI ELEV = 21.99 6 d ORn OR F4 N N N N 24 a > > w w 24 ' a +0.50% m m -0.50% 20 EXISTING4" GASINE 0 o BANK 20 o } o m M 16 16 L N 12 EXISTING 12" WATER L114E IL a NOTE: EMSTING UTILITIES LOCATED Di 12 INSTALLATION OF SANITA Y LATE:RA uj W C NNECTION. DEPTHS E APPR XIMATE. N ' N W > 8 8 II = 11 EXISTING 24" ITARY S ' O1 uD t0 d N O O O O N N M N N N 4 _ �_ O N M N O n of _01 CA00 r f0 N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N 0 0 g 9+20 9+60 10+00 10+40 10+80 11+20 11+60 12+00 12+40 12+80 13+20 FIGURE 4 N _ I ' oI to 0 0 n m �1 I� NI ly ' O o w 0 I 10' CONSTRUCTION a z _J + as EASEMENT 0 0 L o 00 � rl \ DENSE TREES/BRUSH �I I 1r w} O wl / TREES Y-12" DIA. g iui� O_ ,� y SSMH RIM = 19.91 I a I h GRASS (nn n 1 �4 �/ FL 24"CONC. = 6.56 )o �g J p O J DENSE TREES/ BASIN (TYP,. LUMINAIRE (TYP) I ¢ a J Z O =I BRUSH EDGE OF VEGETATION �n ~ O 1= Q } rl PER P ¢ ¢ RIGHT OF WAY r FILL l FILL w l as> FILL. .-- 0 J a_ .5 L�Z �o - _ _ .� ♦�. t: 'r.. ',t-'=".� ..,-. :�:_.a:-".T:-F ;;�.:-=r=P_�a ':�+ •�'y:i'' :-i.•'.•• -�:.;--.'4�•.� y -r-�-s.;.,.:,t R• `.a ,r R._....5.-.- 0 _ w O •1 • - - �l - - - - -- ' Fes-W IL _s 2e19 �i��DITCiH ••=• • .DRIVEWAY A-�-R . a 22 IC`T' -. 1.•. (�fY • /` INV.9"CdNG INV. 24'CONC. AULT.• r et PER e 23• .23 _ v "20• CONSTIRUCI k-UNNIRUCHUN AREA VAULT TYPE UNKNOWN •DIRT PILES INFIA DIRT PILES IN AREA UN LET OP N 1 9l e I 20' CONSTRUCTION I d� I EASEMENT 50' DRIVEWAY ASSUMED LOCkPON I IFGFND OF SW 16TH TECH ee� Q CEMENT CONCRETE SIDEWALK OR DRIVEWAY CENTER CURB 30' DRIVEWAY ASPHALT CONCRETE PAVEMENT o ^ © GRASS 50.00' VC 50.00' VC 50.00, VC LOW POINT ELEV = 21.31 HIGH POINT ELEV = 21.92 LOW POINT ELEV = 20.94 LOW POINT STA = 14+00 HIGH POINT STA = 15+45 LOW POINT STA = 17+05 PIA STA = 14+00 PVI STA = 15+50 PVI STA = 17+00 PVI ELEV = 21.24 PROFILE GRADE n PIA ELEV = 21.99 PIA ELEV = 20.87 Lo pp N N N tn N + O + 01 24 N N � 24 m N W 0.75X m ccw +0.50% < 20 0 20 o EX STING GK UND 00 a 16 '- 16 � n � _ I a o 12 °' w 12 w N 4 Lnn Z LA > W J 8 J = 6 10, � 2 a EXIST NG 24' NITARY SEYrR 4 4 N u] v v •v v N rn n N n N r N U7 1� r n n n --m �� p� lD,r Ian 10� t0,r n� n� <U^ �m �0 illy "fn nm N� 'i n n0 n0 n0 N� NIA NN N c a N� N N N� N N N R N•' N'- R� chi N'- N'• N'- �" N� (�`/'- cov0 N� n R-- coves N" N� N N N N N N N N N N N N N N N N N N N N N N N N N N 9 0 12+80 13+20 13+60 14+00 14+40 14+80 15+20 15+60 16+00 16+40 16+80 17+20 17+60 18+00 0 FIGURE 5 M �- EXTRUDED I CONC. CURB O DC RIGHT OF WAY I W 0 o PER PLAT RETAINING WALL ++ 40'x20' CONSTRUCTION aD EASEMENT DIRT RIGHT A WAY 23' DRIVEWAY EWAY Q 40 o I 20 PER PLAT E GEG F ASPHALT to CD o a CONC. PLANTER WALL EDGE OF `V - o W O I 10' CONSTRUCTION I CB RIM = 20.38 a t 0.7' HIGH LAWN z J + a EASEMENT YARD DRAIN INV 1 MP = 18.28 o — M C RIM = 20.03 w�� O CV wl CUR EXTF UDED IN 12"MP = 18.16 Y D DRAT ,-O NVMH1 IMP f 20.468 28 w I CONCRETE SIGN TRENCH ` I INV. 12"MP S = 8.35 O 0 GRASS GRASS 4' HIGH 0 f ' to O p ?F-- W —� LUMINAIRE (TYP) DRAIN FL 24• 6 Sf i— =0 INV. 12' C EXT DED ` �— 20 — ~o J Z CD xl 3 20 5a' CATCH BASIN " M = 17.2 CU S GRASS FIELD RIGHT OF WAY Q Q + PER PLAT GUT = 17.34 = o INV. 12` CONC. DITCH PER PLAT 3 Z 00 —FILL, ` FILL ILC — L = 4 CB RIM = 20.57 ' In Q - - - - - - - - - - S - - - - s — 18 INV. 12"MP = 17.82 Q -J Q D `1 LE 19 o 1— FOUND WK NAIL ON IN CASE N o L A K S I T. S AVE.Ff ' INT. F 16TH RAYMOND VE. ENTON #1985 SW2+9(6TH STREET s8s a'1z•w M z1 �*� ® 0 10 9.80'(M 1" BASI BLE YELLOW RAISE PAVEMENT MARKERS c G G— FOG LINE - SOLID WHITE I L i R �i R i.�-. r i r. Mrs. Pew 't. •; i:.+ti�' — — Z - - '�•'� .�: +-^'.. '.�� � .k. -' � »—P--.. CB RIM = 20.47 - — TI — INV. 12"MP = 17.92 r Z _ t920 �, _ _ _ _ _ '_ '• - =`-\• EDLi ElWE OF RIGHT OF WAY -: - - - _ - C PER PLAT V w ` 3-- 4 _'20.32••� �® 8 RI 2�DIRT �g fON AREA . ',� —r �_ 17 18 36 • AS L 19 I r PER PLAT 20' CONSTRUCTION TYPE 1 CATCH BASIN BEGIN STD C G Zw I LECTRI AL CABINET MOUNTABLE o I EASEMENT ASSUMED LOCATION O to t ON CONC. PAD CONC. CURB a� I OF SW 16TH TECH DIRT)GRAVEL x C3 W I LEGEN CENTER CURB ro a z ] Ir 6' CHAIN LINK FENCE CEMENT CONCRETE SIDEWALK OR DRIVEWAY cv 3. g Q x ® TRASH CONTAINER 3 POWER ASPHALT c ® ASPHALT CONCRETE PAVEMENT ry Z Iq VAULT PARKING © GAS `r O Z O ® Ll 6' CHAIN LINK FENCE 1 U > I It ROUND HEA UMP 8i 1 t� III � U 50.00' VC 50.00,LOW POINT ELEV EV= 20.93 HIGH POINT ELEV = 21.56 HIGH POINT STA 18t50 LOW POINT STA 19+99= PVI STA = 18+50 PM STA = 20+00 MATCH EXISTING GRADE PROFILE GRADE PVI ELEV = 20.87 STA 21+53 In PM ELEV = 21.62 0 ELEV 21.72 1 N N 0 o o cv Y 24 N W - N N 24 N w U U 6i w W a » W W U W +0.50% -0.50% in Cc +0.56% 20 0 20 0 0 0 m EXISTING GROUND Q 16 16 t N o I °' as 12 ' 12 x W z O z N 6 J S 1 = EXIST G 24' SANITARY SEWEZ a 4 r& n n•- In N� p N V N oo N 00 CV[1 r N o� NNN `V o � `D ( N N N N N N NN NncN N fV i o o o C3 N 0 NM N•-- ON Of 4 0 18+00 18+40 18+80 19+20 19+60 20+00 20+40 20+80 21+20 21+60 22+00 22+40 22+80 FIGURE 8 ' Southwest 16th Street Oakesdale Avenue Southwest to Raymond Avenue Southwest ' PROPOSED The back of the new extruded curb for the parking arki area of the SW 16th Tech P ' ROADWAY Center is proposed to be 20 feet south of the right-of-way line (22.5 feet south of IMPROVEMENTS the back of sidewalk). For the south side, the edge condition was altered to fill the (continued) area between the base of the back of extruded curb and the back of sidewalk. The slope would be a straight line between the two and would generally be slightly ' downward away from the sidewalk. The small area of the grass and the gentle slope should minimize any storm water ponding at the extruded curb. It is ' On the north side, the edge conditions are divided into three separate areas. The first is along the developed property from Station 10+50 to about Station 13+00. The second is along the wooded area from about Station 13+00 to Station 17+35. The third is along the developed property(The Austin Company) from Station 17+35 to Station 21+35. The existing ground in the first section is below the proposed back of curb and slopes away from the roadway. The existing ground in the area of the back of curb is a grassed landscape buffer. The general design of a grassed 3:1 slope works ideally in this area. It fits within the right-of-way, it causes no drainage problems, and it matches the existing landscaping. The wooded area along the second section is 3 to 5 feet below the proposed back of ' curb and slopes away from the roadway. The elevation difference would result in 3:1 fill slopes going over 10 feet over the right-of-way line. The primary reason for the use of 3:1 instead of 2:1 is that 3:1 slopes can be maintained more easily ' during grass mowing. However, along the wooded section, the need to mow the grass could be eliminated because the wooded area is wild and undeveloped. A 2:1 slope will be used in this section to lessen the impact to the wooded area. In the third section adjacent to The Austin Company, the existing ground is a well-maintained grass lawn, which is below the proposed back of curb but slopes toward the roadway. It is important to have a 3:1 maintainable grass slope here. The 3:1 slope fills the existing ditch. To deal with the storm water, which would tend to pond due to the damming by the new roadway, a maintained grass ditch is proposed at the valley created at the base of the roadway fill. The ditch will have 1 3:1 slopes on both sides and will drain to new yard drains at Station 20+00 and Station 21+10. ' There are also five driveways connecting to the roadway. On the south side, temporary driveways will be built by the SW 16th Tech Center developer. Permanent driveways will be built as part of this project. On the north side in section one, there is a driveway that is near proposed grade and should not be a problem to match within 10 feet of the right-of-way. It slopes away from the roadway so drainage is not a concern. 9 rSouthwest 16th Street Oakesdale Avenue Southwest to Raymond Avenue Southwest ' PROPOSED The last driveway is at The Austin Company(20+75 +/-). It is to�'� slopes toward ROADWAY the road, and is several feet below the proposed roadway. It has extruded curb on IMPROVEMENTS both sides and creates significant storm water runoff that presently drains into (continued) the ditch on the north side. Due to the elevation difference, the existing driveway grade will be matched about 20 feet outside the right-of-way. The match point ' will form a valley where storm water will collect. A trench drain will be installed at the valley and it will connect to the yard drain at Station 21+10. ' Drainage The proposed drainage system will collect the storm water in catch basins on both sides of the roadway at the valleys in the vertical alignment. The conveyance system will be 24-inch-diameter pipes. The storm water will be treated in a water quality wet vault buried under the roadway just east of Oakesdale. The wet vault will discharge through an existing manhole and pipe into Springbrook Creek. For ' a complete description and analysis of the proposed drainage system, see the Technical Information Report under separate cover dated 25 November 1996. Utilities Existing utilities will likely interfere with proposed roadway and drainage construction in several locations. The existing power poles fall within the limits ' of the sidewalk on the south side. The poles will be moved outside the back of the sidewalk by Puget Power at their expense. ' With the slightly raised grade, it is not anticipated that any roadway excavation will interfere with buried utilities. However, the new drainage system will need to be designed around the buried utilities. The main 24-inch line and the Type 2 catch basins on the north side will be placed between the sanitary sewer and the "FAA"line. The"FAA"line was not fully marked in the field for the survey so it is not possible to be sure it will not interfere with the drainage system. However, based on the part that was marked,it should not cause a problem. It is anticipated that the sanitary sewer will be reconstructed concurrently with this project. It may be completely replaced or sliplined in place or a combination of the two. Where it is completely replaced, if it is reconstructed at its present location north of the roadway under the proposed shoulder, there should be no interference problems. However, the recently constructed sanitary sewer lateral ' connected to the SW 16th Tech Center to the south will have to be lowered to go below the main drainage pipe. The 12-inch laterals from the south side of the road should be high enough to clear the water, gas, and"FAA"lines. The wet vault will be located in the center of the road to fit between the gas line on the south and the"FAA' line on the north. The west end of the wet vault will be placed to clear a buried power line ' running north and south. 10 ' Southwest 16th Street Oakesdale Avenue Southwest to Raymond Avenue Southwest ' PROPOSED The main 24-inch storm sewer line will likely interfere with water lines in two ROADWAY places. The water line lateral connection for The Austin Company at Station IMPROVEMENTS 19+75 probably has 3 to 4 feet of cover putting it in conflict with the storm sewer. (continued) The main water line is about 10 feet deep near Springbrook Creek. The main water line under Oakesdale connects to the SW 16th water line at about 10 feet deep. At this depth, it is possible it will interfere with the storm sewer, which has an invert 10 feet deep in the vicinity of the water line. Illumination The illumination was designed for luminaires on the north side only. Illumination was not designed for the Oakesdale intersection because that ' intersection will likely be illuminated from signal poles if Oakesdale is extended to the south. The preliminary design locations for the signals and luminaires at the intersection were used to locate the first SW 16th luminaire at Station 11+60. Illumination is already in place for the south and east leg of the Raymond intersection. No additional illumination was designed for this intersection other than to place a h,minaire on the north side at Station 21+00. The spacing of the luminaires on the north side is 140 feet with the last two spaces being 130 feet and 110 feet. The design calculations are contained in Appendix A. The luminaires,junction boxes, and conduits will be placed in a ' 4-1/2-foot-wide shoulder behind the north back of curb. This shoulder will serve as a planter strip with sidewalk north of it if sidewalk is added in the future. ' Signing and Channelization Channelization will include a 15-foot lane in each direction. The 15-foot lanes will ' provide for a Type III bike route. The width of the lane allows for safe travel by bicyclists but there is no actual striping or pavement symbols for the bike route. The center 12-foot lane will be a two-way, left-turn lane for most of the project length. At the west end of the project, the westbound lane becomes a right-turn only lane and the center lane becomes the through lane. At the east end, the center lane becomes a left-turn only lane and the eastbound lane is through or right turn. It is anticipated there will be limited signing on this project. Signing will be based on city standards and the Manual of Uniform Traffic Control Devices. ' Existing signing will be inventoried and existing signs will be reused if they are still applicable and in good condition. Right-of-Way/Easements No right-of-way is anticipated to be needed for this project. A 20-foot construction easement will be required for the fill work on the south side between the back of ' sidewalk and the parking lot curb. A 10-foot construction easement will be required for fill slopes and drainage work on the north side. An additional 40-by 1 ii ' Southwest 16th Street Oakesdale Avenue Southwest to Raymond Avenue Southwest ' 10-foot construction easement will be required to reconstruct the driveway near q Y Station 20+75. ESTIMATE OF The preliminary estimate of probable construction costs for this project is shown PROBABLE in the following table. The estimate is based on 1996 prices and breaks down the ' CONSTRUCTION costs between the City's and the SW 16th Tech Center Developer's shares. All COSTS work south of the south edge of existing pavement, as well as the storm sewer laterals, are assigned to the developer. It is assumed that no right-of-way acquisition nor easement costs are necessary. The estimate shown represents BERGER/ABAM's judgment of the probable construction costs. Because BERGER/ABAM does not have control over the cost of labor, materials, or equipment; over contractor methods of setting unit bid prices; or over competitive bid practices, marketing or negotiating conditions, BERGER/ABAM does not warrant that the actual construction cost will not vary from this estimate. 12 ' SOUTHWEST 16TH STREET OAKESDALE AVENUE SOUTHWEST TO RAYMOND AVENUE SOUTHWEST ' PRELIMINARY ESTIMATE OF PROBABLE COSTS ' SW 16TH TECH UNIT CITY CENTER ITEM QUANTITY UNIT COST TOTAL SHARE SHARE MOBILIZATION 1 LS 7% $40,200 $30,300 $9,900 TEMPORARY EROSION AND SEDIMENTATION CONTROL 1 IS $1,000.00 $5,000 $3,000 $2,000 CLEARING AND GRUBBING 1.2 ACRE $5,000.00 $6,000 $4,500 $1,500 REMOVAL OF STRUCTURES AND OBSTRUCTIONS 1 IS $1,000.00 $1,000 $1,000 $0 PLANING ASPHALT CONCRETE PAVEMENT 3900 SY $6.00 $23,400 $23,400 $0 ROADWAY EXCAVATION INCL. HAUL 750 CY $12.00 $9,000 $6,750 $2,250 GRAVEL BORROW INCL.HAUL 10000 TON $13.00 $130,000 $50,700 $79,300 STRUCTURE EXCAVATION CLASS B INCL. HAUL 2100 CY $12.00 $25,200 $23,940 $1,260 SHORING OR EXTRA EXCAVATION CLASS B 14400 SF $0.50 $7,200 $7,200 $0 SANITARY SIDE SEWER RELOCATION 1 LS $2,000.00 $2,000 $2,000 $0 GRAVEL BACKFILL FOR PIPE BEDDING 300 CY $20.00 $6,000 $5,700 $300 TRENCH DRAIN 1 EACH $500.00 $500 $500 $0 YARD DRAIN 2 EACH $500.00 $1,000 $1,000 $0 ' CATCH BASIN TYPE 1 4 EACH $1,000.00 $4,000 $0 $4,000 CATCH BASIN TYPE 2-54" 5 EACH $2,500.00 $12,500 $12,500 $0 MANHOLE-48 3 EACH $2,000.00 $6,000 $6,000 $0 MANHOLE-54" 1 EACH $2,500.00 $2,500 $2,500 $0 MANHOLE-96" 1 EACH $5,000.00 $5,000 $5,000 $0 WET VAULT 1 IS $35,000.00 $35,000 $35,000 $0 12 INCH DIAMETER PIPE 205 LF $20.00 $4,100 $1,230 $2,870 1 24 INCH DIAMETER PIPE 1140 LF $30.00 $34,200 $34,200 $0 GRAVEL BACKFILL FOR TRENCH 2700 TON $13.00 $35,100 $33,345 $1,755 CRUSHED SURFACING TOP COURSE 2000 TON $15.00 $30,000 $22,500 $7,500 CEMENT CONCRETE BARRIER CURB AND GUTTER 2100 LF $10.00 $21,000 $10,500 $10,500 ASPHALT CONCRETE PAVEMENT CLASS B 1850 TON $40.00 $74,000 $66,600 $7,400 CEMENT CONCRETE SIDEWALK 4 INCHES THICK 700 SY $17.00 $11,900 $0 $11,900 ILLUMINATION SYSTEM 1 IS $50,000.00 $50,000 $50,000 $0 PAVEMENT MARKINGS 1 IS $2,000.00 $2,000 $2,000 $0 SIGNING 1 IS $1,000.00 $1,000 $500 $500 ' TOP SOIL 340 CY $15.00 $5,100 $1,700 $3,400 SEEDING 0.8 ACRE $1,500.00 $1,200 $400 $800 WATER 1 LS $2,000.00 $2,000 $1,500 $500 SURVEYING 1 IS $10,000.00 $10,000 $7,500 $2,500 TRAFFIC CONTROL 1 IS $10,000.00 $10,000 $9,000 $1,000 TRIMMING AND CLEANUP 1 IS $2,000.00 $2,000 $1,500 $500 CONTINGENCY 15% $92,265 $69,520 $22,745 TOTAL CONSTRUCTION COST $707,365 $532,985 $174,380 PRECONSTRUCTION ENGINEERING/ADNIINISTRATION $75,000 $56,511 $18,489 ' CONSTUCTION ENGINEERING/ADAIIINISTRATION $35,000 $26,372 $8,628 ' TOTAL PROJECT COST $817,365 $615,867 $201,498 i i r Appendix A Illuminations Calculations r r r 01-08-1997 16 : 02 :41 R 0 A D Ver 3 .00 Page 1 of 3 A L A D A N (tm) A Lighting Application Design & ANalysis General Electric Company GE Lighting Systems Hendersonville, NC 28739 USA P R 0 V I D E D B Y: Name RENATA PROCHASKA Company CTS ENGINEERS Address 1412 112TH AVE NE, SUITE #102 BELLEVUE, WA 98004 Phone: 206-455-7622 Fax: 206-455-1374 R O A D W A Y D E S C R I P T I O N Project : SW 16th ' All Units of Linear Measure are in FEET Lane Width 21 . 75 Lane Quantity 2 . 00 ' R 0 A D W A Y L A Y O U T 3 4 <--------Curb & Fixture Line Numbers (Note : Curb Lire 3 is the Y axis) -0 Pole Configuration: Stagger 0- ' . . . _ _0- >--meter array (One fixture cycle) -0- ----- -------+------> X axis 0- * <-----Approximate Observer Location (s) for -0 Luminance Calculations (not to scale) 01-08-1997 16 : 02 :41 R 0 A D Ver 3 . 00 Page 2 of 3 L U M I N A I R E D E S C R I P T I O N Luminaire: M-400R2 CUTOFF Lamp: HPS 200-400 Photometric ID: 7356 ' Initial Lumens : 27500 Light Loss Factor: 0 .700 Distribution Type: M-C-III Comments : - L U M I N A I R E S U M M A R Y Fixture Spacing along Roadway 140 . 000 Fixtures per Pole (Same Orientation) 1 Fixture Overhang (Outside Curb) 6 . 00 Line X First Y Cycle Last Y Mounting ---Fixture-- No Qty Offset Fixture Increment Fixture Height Orient lilt 3 5 6 .000 -280 . 000 280 . 000 840 . 000 25 . 0 90 . 0 0 . 0 4 6 37 .500 -420 . 000 280 .000 980 . 000 35 . 0 270 . 0 0 . 0 These computations may be based on specific informaticn that has been supplied by the customer. It is the responsibility of the customer to verity that the actual lighting installation corresponds dimensionally to that on which this data is based. ' Any deviations in the actual luminaire installation, lighted area geometry, and the introduction of obstructions within the lighted space may produce results that are different from the ' predicted values . Also, normal tolerances of supply voltage, lamp output, ballast and luminaire manufacture will effect results . Ref : IES LM-61-1986 Identifying Operating Factors for HID Luminaires 1 01-08-1997 16 : 02 :41 R 0 A D Ver 3 . 00 Page 3 of 3 M E T E R A R R A Y F O R ' H O R I Z O N T A L I L L U M I N A N C E Measurement Units are in FOOTCANDLES ---X Coordinates---> Y 16 . 31 38 . 06 Coord 5 .44 27 . 19 -------------------- 264 .44 2 . 88 2 . 55 1 . 60 884 248 . 89 1 . 73 1 . 65 1 .21 .785 233 .33 .958 . 895 . 741 . 579 ' 217 . 78 .599 .572 .525 .502 202 .22 .502 .525 .572 .599 186 . 67 .579 . 741 . 895 .958 171 .11 . 785 1 .21 1 . 65 1 . 73 155 . 56 . 884 1 . 60 2 . 55 2 . 88 140 . 00 . 880 1 . 72 3 . 05 3 .20 124 .44 . 884 1 . 60 2 . 55 2 . 88 108 . 89 . 785 1 .21 1 . 65 1. 73 93 .33 . 579 . 741 . 895 . 958 77 . 78 .502 .525 . 572 . 599 62 .22 .599 .572 . 525 . 502 46 . 67 . 958 . 895 .741 . 579 31 . 11 1 . 73 1 . 65 1 .21 . 785 15 . 56 2 . 88 2 . 55 1 . 60 . 884 0 . 00 3 .20 3 . 05 1 . 72 . 880 I L L U M I N A N C E S U M M A R Y Average Illuminance (Footcandles) 1 .28 Minimum Illuminance (Footcandles) 0 . 50 Maximum Illuminance (Footcandles) 3 .20 Uniformity (Overall Average/Minimum) 2 . 56 Uniformity (Overall Yaximum/Minimum) 6 .37 Coefficient of Variance 0 . 63 Maximum Gradiant (Parallel to Axis) 1 . 84 r � •� •r"i U� � � � A � � a � � � a� a � � � � ar � � i■■i r � � ar � � � � � � � ■ Geo Engineers MEMORANDUM Tacoma ' TO: Chris Walcott, Berger/Abaco Engineers FROM: Jim Brigham, May Rutherford DATE: December 30, 1996 FILE: 0693-046-T03 SUBJECT: Pavement Design, Southwest 16th Street Improvements This memo presents pavement recommendations for the proposed street widening and ' improvements to Southwest 16th Street in Renton, Washington. The proposed project will widen and reconstruct 1150 lineal feet of roadway from Oakesdale Avenue SW to Raymond Av=e SW. ' Pavement design method: 1993 AASHTO Guide for Design of Pavement Structures Design Life: 20 years Growth Rate: 3 percent (per discussions with ABANI) ADT: 6,900 Percent trucks: 10 percent Truck factor: 1.00 ESALs per truck (from WSDOT Pavement Design Guide) ' Subgrade resilient modulus: 3,000 psi (outside concrete pavement area) New pavement section beyond the existing concrete pavement Subbase: 24 inches gravel borrow Base: 6 inches crushed surfacing top or base course Asphalt concrete: 4 inches of Class E AC and 2 inches of Class A or B New pavement section over concrete pavement Base: Thickness as necessary over existing pavement Asphalt concrete': 4 inches of Class A or B AC ' 'Alternatively, the asphalt concrete v p over the concrete pavement could be the same section as the ' new pavement beyond the existing pavement. 1 Berger/Abam Engineers December 30, 1996 Page 2 1 There is a possibility of developing a crack at the edge of the concrete pavement, particularly where there is little or no base between the existing and new pavement. The possibility of a crack is probably less if the asphalt concrete section is the satnc across the width of the road. i 1 1 1 1 1 1 1 1 1 1