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springline design LLC Civil Engineering I Site Development I Transportallon 3131 Western Avenue. Suite 501 Seattle, Washmgton 98121 ph 206 957.8311 fax 206.957.8313 TECHNICAL INFORMATION REPORT Project: Prepared For: Prepared By: Reviewed By: Date: Limelite Short Plat 11419 SE 162 nd Street Renton, WA 98055 Limelite Development 14508 NE 20th St. #200 Seattle, WA 98007 Chris Puma Peter Apostol, PE July 7, 2014 AUG 1 2 ZU TABLE OF CONTENTS Section No. Subject Page No. SECTION I PROJECT OVERVIEW .................................................................... 2 SECTION II CONDITIONS AND REQUIREMENTS SUMMARY ................... II SECTION III OFFSITE ANALYSIS ...................................................................... 13 SECTION IV FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN .......................................... 27 SECTION V CONVEYANCE SYSTEM ANALYSIS AND DESIGN ................ 30 SECTION VI SPECIAL REPORTS AND STUDIES ............................................. 30 SECTION VII OTHER PERMITS ........................................................................... 30 SECTION Vlll EROSION AND SEDIMENT CONTROL.. ..................................... 30 SECTION IX BOND QUANTITIES AND DECLARATION OF COVENANTS ............................................... 31 SECTION X OPERATIONS AND MAINTENANCE MANUAL ....................... 31 LIST OF FIGURES FIGURE I VICINITY MAP ................................................................................ .4 FIGURE 2 FIGURE 3 FIGURE 4 FIGURE 5 FIGURE 6 FIGURE 7 FIGURE 8 TIR WORKSHEET ............................................................................ 5 EXISTING SITE SOILS ..................................................................... 8 EXISTING CONDITIONS ................................................................. 9 DEVELOPED CONDITIONS .......................................................... 10 DOWNSTREAM FLOWPA TH ....................................................... 25 DOWNSTREAM LIMIT OF THE OFFSITE ANALYSIS ............ .28 FLOW CONTROL BMP'S ............................................................. .29 LIST OF APPENDICIES APPENDIX A CIVIL PLANS APPENDIX B KCRTS DETENTION TANK CALCULATIONS APPENDIX C 114th AVE SE CONVEYANCE CALCULATIONS APPENDIX D BOND QUANTITY CALCULATION APPENDIX E DECLARATION OF COVENANTS APPENDIX F OPERATION AND MAINTENANCE MANUAL APPENDIX G GEOTECHNICAL REPORT Limelitt:: Short Plat 11419SE 162nd SLreet Page 1 Project No. 14011 Springline Design LLC SECTION I -PROJECT OVERVIEW General Description: This project is located at 11419 SE 162nd Street on the southeast comer of I 14th Ave SE and SE 162nd Street. See Figure I Vicinity Map. The existing 0.687 acre site will be short platted into a 5-lot subdivision. The proposed lots are intended for the development of detached single family homes. The existing residence and detached garage are proposed to be removed prior to the recording of the short plat. Access to proposed Lots 1 and 2 would be gain from private driveways extended from SE 162 nd Street. Proposed Lots 3 and 4 will take access from 114th Ave SE via private driveways. Proposed Lot 5 would take access via an access easement extended across proposed Lot 4. Site improvements will include grading, flow control BMP's, stormwater facilities, utility connections and landscaping. Frontage improvements will be constructed along 114th Ave SE and SE 162 nd Street and include new sidewalks, curb and gutter and planter areas. A storm drain extension is required in I 14th Ave SE to extend to our site. A sanitary sewer main extension is required in SE 162 nd St. The proposed project has been designed to meet the requirements of the 2010 City of Renton Amendment to the 2009 King County Surface Water Design Manual (KCSWD). A summary of the project data is provided in the TIR worksheet (see Figure 2). Site Soils The NRCS map (see Figure 3) of the site shows the presence Alderwood soils located within the project area. See Appendix G for the Geotechnical Report. Predeveloped Conditions: An existing single story residence with a detached garage is located at the center of the property. Gravel driveway access is provided from both SE 162 nd Street and I 14th Ave. The remainder to the site consists oflawn with trees located along both streets. On-site grades are less than 1%. Stormwater runoff drains overland to an existing ditch in the right-of-way which runs along 162 nd Street and I 14th Ave SE. The existing roadways are both crowned along the centerline and flow into the aforementioned ditch. Roadway slopes range from I % to 6%. The limits of work are located within one Threshold Discharge Area which is defined by the City of Renton Amendment to the KCSWD as; "an onsite area draining to a single natural discharge location, or multiple natural discharge locations that combine within one-quarter -mile downstream ". Threshold Discharge Area # I (TDA # 1) includes the on-site project area and the frontage improvements within the right-of-way. The existing land cover for the site and frontage improvements is shown in Figure 4 which follows this section. The downstream flow path is described in the offsite analysis in Section III. Limelite Short Plat 114t9 SE 162nd Street Page 2 Project No. 14011 Springline Design LLC Developed Conditions: The existing site will be short platted into a 5-10t subdivision with each lot containing a single-family home. Proposed improvements for each lot will include new driveways, concrete walkways, drainage improvements, landscaping and site grading. Frontage improvements of the adjacent right-of-way will include construction of new curb and gutter, sidewalk, planting strip, driveway and drainage improvements. The anticipated lot coverage for the developed condition is included as Figure 5 which follows this section. The existing site topography will not be dramatically altered in the proposed condition. Stormwater will be discharged from the site within the same TDA. Limelite Short Plat 11419 SE 162 00 Street Page 3 Project No. 14011 Springline Design IJ,C IVcLercofl Hardware .':l ..,. SOLnc Ford ~ ~..-iiif. ;-0-" -4'1-- 1-. (16/; 1 ", Younker Nis,san t':I " Clarion .... " .. ,\-,. SW 41~tS! GedarRi".:;jarlt. .. (ill) /: , Uelrgse Gnll Project Site 11419SE 162 Nl'St f-1enry Mosf"!: • Aquatic Cf"rlf'r @) St>adowrawk CondOIT'If'II .. ms Sf petrQv,tskyRd ·-.)1 FIGURE I -VICINITY MAP LimeliLe Short Plat 11419 SE 162nd Street Page 4 Project No. 14011 Springline Design LLC FIGURE 2 TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND PROJECT ENGINEER Project Owner: Limelite Development Address: 14508 NE 201h , WA 98056 Phone: 425-226-1850 Project Engineer: Peter Apostol, PE Company: Springline Design, LLC Address/Phone: 206 957 8311 Part 3 TYPE OF PERMIT APPLICATION Subdivison 0 Short Subdivision 0 Grading D Commercial D Other Part 2 PROJECT LOCATION AND DESCRIPTION Project Name: 11419 SE 162" Street Location' 11419 SE 162" Street, Renton, WA 98055 Township Range Section Part 4 OTHER REVIEWS AND PERMITS D DFW HPA D Shoreline Management D COE404 U Rockery U DOE Dam Safety D Structural Vaults n FEMA Floodplain D Other [ COE Wetlands Part 5 SITE COMMUNITY AND DRAINAGE BASIN Community Renton Drainage Basin Part 6 SITE CHARACTERISTICS D River D Stream D Critical Stream Reach n Depressions/Swales U Lake D Steep Slopes Limelite Short Plat 11419SE 162nd Street [ [ D D 0 D Page 5 Floodplain Wetlands Seeps/Springs High Groundwater Table Groundwater Recharge Other Project No. 14011 Springlinc Design LLC Part 7 SOILS Soil Type Arents, Alderwood Material Slopes 6% to 15% D Additional Sheets Attached Part 8 DEVELOPMENT LIMITATIONS D D D D D D REFERENCE D Additional Sheets Attached Part 9 ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION • Sedimentation Facilities • Stabilized Construction Entrance • Perimeter Runoff Control • Clearing and Grading Restrictions • Cover Practices • Construction Sequence D Other Limelite Short Plat 11419 SE 162 nd Street Erosion Potential Erosive Velocities Moderate LIMITATION/SITE CONSTRAINT MINIMUM ESC REQUIREMENTS AFTER CONSTRUCTION • Stabilize Exposed Surface • Remove and Restore Temporary ESC Facilities • Clean and Remove All Silt and Debris • Ensure Operation of Permanent Facilities C Flag Limits of SAO and open space preservation areas [' Other Page 6 Project No. 14011 Springiine Design LLC Part 10 SURFACE WATER SYSTEM ] Grass lined • Tank [ Infiltration Method of Analysis Channel D r-~~ Vault Depression • Pipe System n D Compe Mitigati Energy Dissipater Flow Dispersal on of Eliminated Site D Open Channel U Wetland ] Waiver Storage U Dry Pond D Stream iJ Regional N/A J Wet Pond Detention Brief Description of System Operation: Piped conveyance to on-site detention tank. Facility Related Site limitations Reference Facility Limitation Part 11 STRUCTURAL ANALYSIS Part 12 EASEMENTSfTRACTS D Cast in Place Vault [ Drainage Easement ] Retaining Wall [ Access Easement ] Rockery> 4' High D Native Growth Protection Easement D Structural on Steep Slope D Tract iJ Other D Other Part 13 SIGNATURE OF PROFESSIONAL ENGINEER I or a civil engineer under my supervision my supervision have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attachments. To the best of my knowledge the information provided here is accurate. Limelite Short Plat 11419 SE 162 nd Street ~ ~ Sinned/Date Page 7 07/07/2014 Project No. 14011 Springline Design LLC FIGURE 3 -EXISTING SITE SOIL CONDITIONS I ,imclite Short Plat 11419 SE 162"J Street Page 8 Project No. 140 II Springline Design LLC WOO":)1I 9U !l 6updS"MMM t~£:B L96 90l xeJ ~l:~86 "1M 'al:peas ~ ~t8 LS6 90l 4d ~OS 9~!ns 'anu9"" UJalSaM ~£:~£ ,0;:: -.~ 3-''<108 :Jll u51sap aU!l5u!Jds SNOIlJaNOO ONI.lSIX3 -V 31::1nOI::::t 0 N '0 N u z: 0 ':-0 w Z -' «: W u (f) " '::i 0 -' u "-«: w "" :r: ~ 0 a.. ~ u 0 S2 w a:: 0:: 0:: u '-" III 0 W N ...J ,-' ~ ~ " I ,-~ I , 7 r--;----7---;---7--~-""7-~7-7- 0 0 0 ~ (/) S2 a:: '-" -en W a: g a: W > ----r-~------4 0 7 7 7 7 "a :10 : 7 7 7 7 7 7 7 7 7 . It...,--.;.,---,---,';"'.....,-....,.....'"n 7 7 'Iz 7 I. 7 • 7 7 7 I~ . ...J 7 '. 71 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 '/" 'z 7 '. I-7 7 'I en 7 7 Ix IW 7 7 ,. 7 7 1 7 7 7 7 7 7 '. " 7 7 :/ 7 7 71 7 7 I 7 7 I 7 , ;/. 7 7:1 • 7 7 • 7 7 71 7 7 I 7 7 71 7 7 I I 7 7 1 7 7 I 7. 7 1 '7 7 7 I 7 ' 7 1 7 17 7 <7 7 J "l 7 ' 7 7 1 7· 7 J ,I !-.-~: -' ,.... ,.... ...-;5 00 m 00 to N m :=' 6 6 6 (/) m 00 ,.... (/) N 00 ~ L(') 0 to '-" 6 6 6 0 Ll) I L(') 0 N N 0 0 0 ~ 6 6 "" <5 -u I 0 0:: 0 0 III 6 6 -' m to L(') W ~ CD CD I") 0 0 - '-" 6 6 6 U z: 0 0 0 u <5 I 0 ~ 6 6 w u '::i I") I") «: I ...-...-:r: --a.. 6 6 S2 "-I") ,.., 0 L(') I L(') 0 0 0 a:: 6 6 w (/) -' C: >-;5 (/) z: I w :=' z: :::;; 0 w > 0 a:: a.. ~ w '-" ;5 z: 0 0:: "- , / ROW IMPROVEMENTS~ ASPHALT ROADWAY: 1,232 SF V ---=. SE 162ND ST LOT z AREA, 5,031 LOT 1 'REA: 5,039 CJ g ~~~ c i ~~1 r"'i'"'\ e ~~.!: VII-)(0-CONCRETE SIDEWALKS: 2,303 SF ~r·~" ALLOWABLE IMPERVIOUS: 3,776 ALLOWABLE IMPERVIOUS: 3,779 ALLOWABLE BUILDING FOOTPRINT: 1 ,761 ALLOWABLE BUILDING FOOTPRINT: 1.7631 '-:------~.,-,--:---,-------,------~~-~ TOTAL IMPERVIOUS AREA: TOTAL IMPERVIOUS AREA: (j) t: "5.2 "! NOTES ij i g ~ LOT 3 AREA: 5~40 ALLOWABLE IMPERVIO S: 4,455 ALLOWABLE BUILDING FO PRINT: 2,079 m ~ ~ LOT 4 AREA %834 ALLOWABLE IMPERVI US: 6,625 ALLOWABLE BUILDING FO TPRINT: 3,092 , DRIVEWAY: 320 SF DRIVEWAY: 320 SF 1 LOT 3 1 BUILDING FOOTPRINT: 1,800 SF 1 LOT 41 DRIVEWAY: 1,584 SF DEVELOPED IMPERVIOUS TOTALS n MISC IMPERVIOUS: 200 SF ~ n MISC IMPERVIOUS: 200 SF U 2,283 SF 2,283 SF BUILDING FOOTPRINT: 1,763 SF I I Mise IMPERVIOUS: 200 SF 1 LOT 21 I I I I I I BUILDING FOOTPRINT: 1,773 SF DRIVEWAY: 320 SF DRIVEWAY: 320 SF BUILDING FOOTPRINT: 1,763 SF I I MISC IMPERVIOUS: 200 SF 1 LOT 11 II MISC IMPERVIOUS: 200 SF U Ir--LO-T ---'5/ LOT 1 LOT 2 LOT 3 LOT 4 LOT 5 ON-SITE TOTAL (SF) FRONTAGE IMPROVEMENTS TOTAL IMPERVIOUS (sF) I 2,283 2,283 2,320 3,904 2,293 13,083 3,535 TOTAL PERVIOUS (SF) I 2,756 2,751 3,620 4,930 2,772 16,829 3,791 \ ~ $ 1. SEE FIGURE 8 FOR Q) I'i ~ FLOW CONTROL C ~ ~ BMP'S. OJ ~ j C ·~ E LOT 5 AREA: 5,065 ALLOWABLE IMPERVIOUS: 3,799 . . ·C·~ ~ Q~ ;; U) (~ '" (1) Z 0 I- 0 Z 0 0 0 w a.. 0 ..J W > W ALLOWABLE BUILDING FOOTPRINT 1 ,773 0 TOTAL IMPERVIOUS AREA: 2,293 SF I{) 0 ('II W II 0:::-:> w (j~ -0 lL (IJ SECTION II -CONDITIONS AND REOUIREMENTS SUMMARY The proposed project is subject to a Full Drainage Review and is therefore subject to all eight core requirements and all six special requirements. These requirements are listed below along with a discussion oftheir applicability to this project. Core Requirements: Req. #1 Discharge at Natural Location: Existing discharge locations will be maintained. Req. #2 Offiite Analysis: See Section III below. Req. #3 Flow Control: The project triggers flow control requirements as the amount of new plus replaced impervious surface will be greater than 2,000 SF. Based off the City of Renton Flow Control Application Map, this project is required to meet the flow control duration standard for forested conditions. In addition, at least one flow control BMP's is required. Req. #4 Conveyance System: The new conveyance system will be designed to meet this requirement. Req. #5 Erosion and Sediment Control: Construction ESC systems have been designed to meet this requirement. Req. #6 Maintenance and Operations: A Declaration of Covenant is required for this project and is attached in Appendix E for review by City of Renton staff before recording. The proposed facilities will be owned and maintained by the land owners. Req. #7 Financial Guarantees: A financial guarantee will be necessary lor this project. Bonding will be required for the construction of improvements and will be obtained prior to construction. Req. #8 Water Quality: Lime-lite Short Plat 11419 SE 162n(1 Street Page II Project No. [4011 Springlinc Design LLC This project will construct 4,416 SF of new plus replaced POlS surface and will not trigger the 5,000 SF threshold. Special Requirements: Req. #1 Area Specific Requirements: No area specific requirements are applicable to this project. Req. #2: FloodplainlFloodway Delineation This project is not adjacent to any floodplains or floodways. Therefore no delineation is necessary. Req. #3 Flood Protection Facilities: This project is not adjacent to any applicable areas and will not affect any applicable facility. Req. #4 Source Controls: This project will provide appropriate source controls. Req. #5 Oil Control: No oil control requirements are applicable to this project Req. #6 Aquifer Protection Area Limelite Short Plat 11419 SE 162nd Street Page 12 Project No. 14011 Springline Design LLC SECTION III -OFFSITE AI\ALYSIS Task I -Study Area Definition and Maps Maps of the project s it e and surro u nd in g area were obta in ed from th e King County G IS website . Topographi ca l s it e info rmation is from the topographical su rvey for the project. Storm drainage system maps were co mpil ed fro m City of Rento n G IS maps and as-built plans. Aerial im ages were obtai ned fro m GoogleMaps . Task 2 -Resource Re view T he City of Renton Pub li c Works Department was contacted regarding the reso urc es listed in sect ion 2 .3.1.1 of the 20 10 C ity of Renton Addendum to KCSWDM. The follow in g is a summar y or th e resou rce review: • Ad o p ted Basin Plans o Ki ng Co unt y Basin Nam e: East Lake Washington (per Kin g Co unt y iM ap) • Basi n Reco nn a issa n ce Summary Reports o None comp leted to ou r knowledge. • Floodp lain/F loodway (FEMA) Maps o The site is not w ithin a floodplain o r floodway per FEMA mapping. • Other Offsite Ana lys is Reports o Oth er Offsite A na lysis Report s were n ot availab le. • Env ironme n ta ll y Sen s it ive Areas Map o There are no Environmentally Se ns iti ve a reas m apped within the v ic init y of the s it e. • USDA So il s Survey o The USDA Web Soi l Survey shows th e project so il s as being Alderwood gravelly sa nd y loam. A geotech report w ill be completed before the co nstruct io n permit is app li e d for. • Wetlands Inventory Maps o T he re are no Wetlands mapped w ithin the v ic inity of the s it e. I .im elit~ Short Plat 11419 SF 162"J Sired Pag..: 13 Projec1 No. 140 11 Springlinc De sign L I.C Task 3 -Field Inspection A Level I downstream analysis was perlormed o n the m orning of May 22,20 14. Weather condition s during the down stream a nalysis consisted of overcast skies and th e temperature was 60-65 degrees F. No rainfall occurred in the week prior to th e analysis. On-site landuse and topography was confirnled and the downstream conveya nce system from th e project s ite was id entified. Additiona l information was provided by S teve Lee w ho is the stormwater e ngineer a t the C ity of Re nton. He was able to confirm and he lp clarify questions about the downstream conveyance described below. Field Notes (Refer to th e down stream conveyance system (F igure 6) for ditch and structure loca tion s. The Y. ora mile down stream point at which th e projec L area is less than 15% orthe tributary area was is shown in Figure 7. Th e downstream an a lys is ends along SE I 64'h Streel.) CD<Il Stonnwater from the project s ite fl ows n orth and west to an existing ditch within the right-or-way ditch along SE 162nd St and I 14 th Ave SE. This diteh beg ins from a high point to the east of the proj ect site in front of 11427 SE 162 nd Street. The ditch is s loped to the west towards the project property wher e it intersects the existin g driveway to the west of the property line. S torm water overflows the ditch a nd s heet fl ows across the driveway w he re the ditch continues to flow towards SE 162 nd Street. T he ditch a long the north property lin e has a bottom width of ap proxim a tely 2.5 -3.0 ft w ith 3: I s id e s lopes. The grass ditch appears to be in good condition. Different sections of the ditch bottom ha ve heavy vegetation and le aves. Li mclitc Shon Pl at ]1419 SI-: 16200 Street Page 14 Proje ct Nt). 140 II SI)ringJilH.: Desi gn LtC Q) The di tch head s south a lo ng 5E 162 nd 5t when it reac hes the 1141h Avc 5E in tersection. The ditch geometry remai ns th e same. Th e ditch bottom is covered with Icaves in cer ta in areas. (])The diteh continu es so uth a long 11 41h Ave 5E until it reach es a 12" concrete c ul ve rt that crosses beneath the west d ri veway orthe proj ec t s it e . Th e cu lve rt is ha lfway 1~i11 of sm a ll rocks and debri s . Limc lit c Sh m1 Pla t 11411) Sf·: 162,,<1 Street Pa ge \5 P l\~iec l No. 140 11 Sp rill g!i nc De sign I.L C @Q)The ditch flows to th e south property lin e where it enters another 12 " concrete culvert th at crosses beneath th e dri veway of the adj acent pro perly. Thi s section of the ditch conta in s trash and debris. The ditch bottom is 1.5 '-2' with exposed so il s and s id e slopes of approximately 4 : I. T he cu lvert has a concrete hea dwall and is partial ly full of debri s. ® The ne xt section of the ditch is com pl ete ly fill ed w ith large rocks . T he culvert end s can not be observed with in thi s section of th e d it ch. Limclilt: Shorl Pial 11419 SE 16 r d Stn:et Page 16 Proj ect No. 140 11 Spri nglinc Des ign L1 .C (J) The down stream e nd of th e culvert can be o bse rved fi-om the next ditch sectio n. The 12" concrete c ul ve rt is in good condition a nd re ma in s free fro m obstru c ti o n s . ® The g rass ditch in this section is approxi m ately 4-5 feet w id e w ith a 1.5'-2.0' ditch bottom and I : I s id e s lo pes. T he ditch is fr ee o f debris and vegetation is maintained. l.il11eiite Short Plat l l -l l !) SI : I 61 ,LJ Street Page 17 Project No. 1401 1 Spri ngli nc Dl.:sign LLC (2) The upstream end of th e 12 " concrete cul ve rt is parti a ll y filled wi th de bri s and weeds. The do wnstrea m end of the culvert has a cracked concrete hea dwall. Limelite Short Pla t 11419 SE 162"dStrect Page lR ProjecL No . [4011 Springline Design LLC ® The ditch is at thi s locatio n is full of o ve rgrown weeds . The ditch va ri es in bottom w idth between 2.0'-3.0'. T he ditc h depth is approx im ate ly 2.5 ' w ith 1'1 s id e s lopes. (jJ) T he up stream end of the 12" concrete c ul ve rt is no t vis ible due to overgrown vegetati o n. The do w nstream end has a rock hea dwa ll. The culvert is obstructed by overg ro \v n vegetat io n. @ T he ditch flows so uth to S E I 64 1h SI w here it enters a 12" CMP pipe. T he ditch in thi s sect io n is app rox im ate ly 6.67 feet w id e with a 3 foot bottom and I: I s id e s lo pes . T he diteh bottom is eroded in one location w ith ba re soils be in g vis ibl e. Lim elile Short Pia l 114 19 S E 162,0 Sln:el Page 19 Projec t No. 140 1 1 Sp ri ngli nc De sign Ll .C @ The 12" C MP pip e is o bstru cted w ith vegetat io n. @ The C MP pipe is connected to the catch bas in in the northe as t comer of the I 14 th Ave SE and SE I 64th St intersection. T he catch ba s in is con structed w ith bricks and has an exposed soi ls bottom. [.imcli tc Sho o Pl at 1141 9S E l llrd St rl."Ct Pag e 20 Proj t."C 1 No. 140 I I Spring lin c Desig n LLC @@Thedownstream conveyance syste m crosses 1141h Ave SE in a 12" CM P p ip e where it connects to a catch basin to west of th e intersec ti on. T hi s stru cture was locked a nd could not be accessed. Limclitc Short Pla t 114 19 Sf:: 162n<1 St n;.;t Page 21 Project No. 14011 Spri nglin..:: I ksig.n U .C @@ The pipe system conti nu es to the west where it connects to a catch basin in the shou ld er. This struct ure was also lo cked and cou ld not be accessed . @@ T he pipe system is connected to another catch basin near the end of the sidewa lk along SE I 64 th Street. Access to this structure was prohibited due to the catch basin being locked. L imelile Short Pia L [1 4 19 SE 162 nd Stn:el Page 22 Projec t No. 140 I 1 Springlinc De sign 1.I .e ® The catch bas in flow s in to a d iteh v ia a 15" concrete pipe. The p ipe en d is pa rtially full w ith deb ri s. @ The ditch runs west a lon gsi d e SE I 64 1h SI. It is diffi cu lt to assess the limits o f th e ditch due to the overgrown vegetation. l .i rtldil~ Short Pial 1141I)SI': 162"J S1rcl.!! Page 23 Proj l.!t l No. 140 11 Sp rin glinc Ik sign 1.1.(" The extent of the down stream ana lysis ends approximately 140 feet to th e wes t of the ex istin g cu lvert. Task 4 -Drainage System Description and Problem Description There are no drainage problems w ithin the downstream system recorded on fil e with th e C ity of Renton. Task 5 -Mitigation of Ex isting or Potential Problems The conveyance system along SE 162 nd Avc andl141h Ave SE will be replaced with a tightline system . The brick calch basin at th e northeast comer of th e 144 1h Ave S E and and SE I 641h Street wil l be rep laced. The conveyance system crossing 114 1h Ave SE and head in g to the west along S E 164 Street was recently constructed. Potential problem s are not anti cipated. l .imcli tc Short Plat 11 4 19SE I 62 nd Street Pa ge 24 Projl:r..:t N\). 140 II Springlinc Design LLC 1/4 OF A MI LE DOWNSTREAM \ POINT AT WHICH PROJECT AREA ~ 15% OF TRIBUTARY AREA 12" CONC CULVERT (3 12" CONC CULVERT (5 DITCH COMPLETELY FILLED WITH ROC KS (6 ~ W ICI) I-W C'» ~« 12 " CONC CULVERT C7 ~ 100 0 100 e ---' SCA LE: 1" = 1 00' SE 164th ST 14) CATCH BASI N WITH GRATE u g .....J .~ -" t c ~ CJ)~ 'U) E Q) ~ -o i CD g C ~ Ol .§ C ~ .~~ CJ) ~ I I-« 0.. ~ 0 .J ti ~ « w a: ~ z ~ 0 0 <0 w a: ::> ~~~ ~~~ ~~l f. .. i 8 ... I ;... ~ (J -0 tic/) N 0 0 ~ (/) ("") » r !:' rr O N 0 0. N 8 springline design lie FIGURE 7 -DOWNSTREAM LIMIT OF THE OFFSITE C;~I Eng;needng I S;teDe,elopmenl I r,ansport";on ANALYSIS ~~!~I:'~~~8~~~nue,Suite 50' fahK~:~;i~~g SCALE 1" -200' www.s pringlinellc.com SECTION IV -FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGl'\ Flow Control This project is a large lot low impervious BMP site. The required amount of flow control BMP's for this project is 6,646 SF which is 40% of the targeted impervious surfaces. This project will implement 5,238 SF of permeable pavement and utilize a restricted footprint of 1,571 SF. The restricted footprint was calculated by taking the proposed building footprints and subtracting this square footage from the maximum allowable building footprint allowed by the City of Renton. Refer to Figure 8 for flow control BMP areas. This project will provide flow control for new plus replace impervious surfaces using a detention pipe in addition to the flow control BMP's discussed. This 5 foot diameter, 300 foot long detention pipe with a flow control structure was designed using KCRTS. The tank size will be remodeled and updated during the construction permit submittal to reflect the latest building footprint revisions. Refer to Figure 9 for the contributing areas to the tank and to Appendix IV for the KCRTS modeling report. Water Quality This project will not be required to implement water quality treatment facilities as it will not add over 5,000 SF of pollution generating impervious surfaces for right-of-way or private improvements. lime1ite Short Plat 11419SE 1620d Street Page 27 Project No. 140 II Springline Design LLC t IIJ .!!! ,« i ALLOWABLE FOOTPRINT: 2,079 SF I O' PROPOSED FOOTPRINT: 1,800 SF RESTRICTED FOOTPRINT: 279 SF BUILDING FOOTPRINT: 1,800SY" \ I ALLOWABLE FOOTPRINT: 1,761 SF ,II AllOWABLE FOOTPRINT, 1.763 sr 1 PROPOSED FOOTPRINT: 1.761 SF PROPOSED FOOTPRINT: 1 ,763 SF I RESTRICTED FOOTPRINT: 0 SF RESTRICTED FOOTPRINT: 0 SF I ,,' I I ' -r/' I, ,: /CJ CJ I [j 0' I ALLOWABLE FOOTPRINT: 3,092 SF,. " _'.. . • . . PROPOSED FOOTPRINT: 1 ,800 SF ,: •.. -'. y , RESTRLClill rOOTP"NT 1 ,292 sri ,,' _; -, J, I ' t, ";;.~~~l' ' ,II' '..., ~. ~ -'-~ ALLOWABLE FOOTPRINT: 1, 773 SF'~ . "0 , . . '. PROPOSED FOOTPRINT: 1 773 SF " b7J77l;/7777777777777777V7~d RESTRICTED FOOTPRINT: 0 SF •.. 1 FLOW CONTROL BMP'S FRONTAGE LEGEND PERMEABLE PAVEMENT ~ ... I: TOTAL LOT 1 LOT 2 LOT 3 LOT 4 LOT 5 IMPROVEMENTS PERMEABLE PAVEMENT 320 320 320 1,904 320 2,054 5,238 RESTRICTED FOOTPRINT 0 0 279 1,292 0 0 1,571 ITOTAL FLOW CONTROL BMP'S 6,809 1 REQUIRED FLOW CONTROL BMP'S 6,646 -I FLOW CONTROL BMP REQ MET? YES ~ (~ .g -1 g C 5r -ME ~~~ mOl.!:: QJ2 ~~r ~~~ ~ (f) - Q) ! "O:§ ill ~ C ~ CJ')~ c '$ ._ .S "-g-o..", (f) ~ (J) 0... ~ (Xl ..J 0 0: I- Z 0 () ~ ..J 11. IX) W 0: b '" I . ... :JW O~ 11.~ 0 0 z -I :::j '" ]] , ~ , eo ;D [JJ < ;D CS " C Vl C (/) (/) -I a a '" '-' Z '-' CN " " (;) n " » ]] m » -I 0 0 m -I m Z -I 0 Z -I » Z ?\ ,---------------------7 / , n4TH AVE SE <-~-' ---------(' " ' ' \ "'-~ -"--c~ -'---'~"~-~.:-=~\ , , / ,,--"-::-, "j,\" --~----I~--I--------~- I Ie I r I I I -'. I '''''- c=J ',,- ~.'''.','.', ',,', '" <'0 ", ......... D~' -l]-I~ h " c=J' I I , I I I I I ,,' , _ . I e-'-------------------------------------------'. ---_ I , springline design ue Civil Engineering I Site Development I Transportation FIGURE 9 ffi Oi I\) ~ ~ DETENTION TANK CONTRIBUTING AREA 3131 Western Avenue, Suite 501 ph 2069578311 Seattle, WA 98121 fax 206 957 8313 '#\NW.springlinellc.com SCALE 1" -20' SECTION V CONVEYANCE SYSTEM DESIGN A~D ANALYSIS The conveyance system along 114th Ave SE within the right-of-way is designed to convey the peak flow for the tributary area. The 12" pipes are designed to have a 0.50% slope with a full flow capacity of 2.729 CFS. The 25-and I DO-year storm events have peak flows of 1.763 CFS and 2.190 CFS. Refer to Appendix C for the tributary areas and HydroCAD modeling using the SBUH/SCS methodology and uniform flow analysis. SECTION VI -SPECIAL REPORTS AND STUDIES A geotechnical analysis of the site was performed and is included in Appendix G. SECTION VII OTHER PERMITS No other permits are required. SECTION VIII -EROSION AND SEDIMENT CONTROL ESC Measures are being addressed as follows: • Clearing Limits: Clearing limits are being delineated by perimeter silt fencing and chain link fencing. • Cover Measures: Temporary cover shall be installed if an area is to remain unworked for more than seven days during the dry season (May 1 to September 30) or for more than two consecutive working days during the wet season (October 1 to April 30). Any area to remain unworked for more than 30 days shall be seeded or sodded, unless the City of Renton determines that winter weather makes vegetation establishment infeasible. • Perimeter Protection: Perimeter protection will be implemented by silt fencing around the site perimeter where drainage paths require. • Traffic Area Stabilization: A stabilized construction entrance will be built for construction traffic. • Sediment Retention: Catch basin protection has been provided and is shown on the projects TESC plans. • Surface Water Control: Surface water will be collected and conveyed via swales with check dams as necessary. • Dust Control: Dust control, if required, will be provided through the limited use of water trucks. Limelite Short Plat 11419 SE 162 nd Street Page 30 ProjectNo.140tl Springlinc Design LLC SECTION IX -BOND QUANTITIES AND DEC LARA TION OF COVENANTS A bond quantity worksheet for the proposed improvements is provided in Appendix D. Declaration of Covenants which are required for the proposed project will be provide at the construction pennit phase (see Appendix E). SECTION X -OPERATIONS AND MAINTENANCE MANUAL An operation and maintenance manual which outlines required regular maintenance necessary for the proposed stonnwater facilities is provided in Appendix F. The maintenance of the stonnwater facilities will be perfonned by the owners of the lots per maintenance agreement. Limelite Short Plat l1419 SE 162nd Street Page 31 Project No. 14011 Springline Design LLC Appendix A Civil Plans LIMELITE SHORT PLAT F.C'A) 3~r{.E ~rn '!IJ~j,,'IP~L ~s ~~,'[',CD J' IIIC CI' 0' r,LII~,C MJST J: I(LCl J:TW[:N flI_ 'Y ca ~E T~: ~PPLl:~NTS;COWRI,CTO~S rt~SPONSIBIL TY TJ OBU N ftLL DMuM CITY ()O F.E~TCN. ,983 ~~\iD J'I. TIES ')-A.L BE ~D,USTEC TO ;,N~L CP,IC[ +f~:"r ~iJY ~:::~~ RIA 11i:~ OR 11f'.'fI(),)·!f~1 :JF ~:NTI)~ PLA', RE'IIEW~R TII[ I,PPRO,[) PU,,',S 'MII~I '/,11 lIf:;LH-'IIHIIH~ APPh'U'IAI ,", C:~~;';~?~'?~'::'J:'.C;J." ~J':.~:.:: :;~I~~;,~~L~Cy ~~~ ~1J~~~~R~,~~~\Pi;I?~~:r~f~~ STLCTurC5 $III,L. fior DC P[~MITTcO 'hiT liN 10 ITO or "II[ FRO'" THE TOP (IF ~~n Ch\~'IE_ aA~H GIDN LIN: OF CALL 48 HOURS BEFORE YOU DIG! 1-800-424-5555 springllne design C,.,I Englneenng I S~e Oevelopment I Tran.poftaboo ;:!~:~:~~~~ue Su'te~t f:2:O~;78~;;1 REN TOr\j, WASHINGTON CONSTRUCTION SEOUENCE i-'rlOiif ~LM+R (l' f'I ~IIPlR'il<;~H I:<l U.N',OLlllA"EO 'oI'IH -I-E (1,'rERCErro~ }IKES rl~:: ';LO~: E~CSO'I C8URO. I/EASIJ~:::: I~ I~N.U",CTU~oR~ RE::M~'E~Ci\TON3 ~n-/,rf'[l1011 J ~r TIL \I[ASLR[~ SO I', t,CCO"]ANC[ '11111 T·':: E~':SON AIW ~ECI\IE~l i~AT ',','ILL BE UI\\ORKEC ,OR .~O~:: T .... A~ S:',Er, )~YS O,P I~G r'IL 'II\JOJ -13::R MLLCf1, ::M~D3T. ~ A::,TI(· jH:E-:I~C C~ FC!UI',~I-NI 12 S'~8IL([ A"~ , .. pC/,s T·IM R(I,C I SMuLT'\·'[QI,SLV SOOS CREEK SANITARY SEWER NOTES BE PE,F'Y~M:D ~ '11TH Hi: SHCIFCAl'(!~jS '.1-r,F IloIRI( I, AlSO "H·Ru·11 DSTPIT ",'. '.' •••• .S:WCR ~~INS. ric ~P'RCHINE fXI~TI~:, LlIII·lf~ ';~~II ~f LorAfEJ MAil· ~I IHf ,e~'''~H'P''''"'''''~\ ,E,ISION CF ReAD'MY CR I" Hf ~HC~';IRt.Cfl IJ.l C8"1'.o '-CR 11,~PELm:, :,J:;H hflO~S·'U(II(I~~ ~""II ~f F~I) EEFORE ft:CE~rANCE BY II·E [,ISTPC 9 THEHCCCm,C8NC'.",,, ~JTFY T~E CISTPe ,'-Te SCf·E]UL: ~ 'RE-CCNSTRLC'OI. ME::11~C ~I 1+ f" I, ~Rf -\ LfISIRIJC 1m, f ~_' F.EPRESE~JT~nI,E AT LEAST 42 B:FOIiE Af MAlll O~IY W, H '~~I .~ ~PP~(lVfo, :l· 1+ ITWrt ~N) RE-CH~NNELD AS ~ECUIIiED T~[ ',:w PRELIMINARY NOT FOR CONSTRUCTION TG!C~ TG!C~ \ 1:1 .. I rl , 'L liLJ~J~j PA~ECT~tP I! I 'I L ~ II I<~ · '---_ -d64~ J l ,-liC ll~= VICINITY MAP SURVEY INFORMATION e \ ~~"IS 0° E?EARI'lGS rE~ I ,() r 4 !"~l~ ·f ~ ['I5HJG LEGA" '?~M '.1(' ': 4'-, ~fk 'I~Ll~l[ 12 0- CONTACTS OWfJER UMELIT PRELIMINARY PLAT SUBMITTAL CI TY OC CO\/~Q /\\~C ~~'1)3~o\ll :LoCTR:A_ SOOS CREEK WATER GENERAL NOTES doREINM--m ,'5 'aSTRICT ,y THE COM'!ERCI~_ I\NC/IlR ell'IS ml PLMIS A~PROI,'D 81" THE 3 PRIOR TO CONS·~JCm.G \\,4TE~ ~rrRorRIA-E ~TR[ET~ BE C_EARD GRADEC DE',ELC'PP /C~\~ ;''''.CT0~ ~N) A_L 5~ALL CD'FOR~' fO THE 3rECI~IC,\TlO~,S Cf -~E OISTp-le ALL COS"S F~F f1srECTlhG SJO-PE:J'jSTRUCTICN SHALL If-F [l,I>', LH~ IN ACCITIO~'Co Tf-l ~r~~l'~~J CH~RLfo, AM) J~AlL BE P~ID EEcLiRE I.CCE~TAN:~ ay -IE OI~TFICr 3Y -~E DE','CC""'IW','",'''Q< 63'J-990:) Ie SCHECLLE,' PRE,,","limD'/D" ·&fll~l:. Irf lif" (H~/C()N ',I-A I N(I 30:fCRE ST~~TI',G -I-l:fvIlDJ"~/U)~IRA::I(1k :i~PII (WAIN Al I)~l; I:: Mf· r wfRM' RFUUI~f'll~r; ~C~DJLEC ~T "EAST ~g I"OIJ~S If, AD'!~'ICE I BEFORE A~V CONSTPKTlO', ,','ORKS DES C~l E~GI',E::R 2 ALL .I~'ITS 0-ClEARlf,G A~D ~PEAS O· 03SER','[C CLRI~C ~ONSPJ:;O', ALL ~O:QJ RED SO:['I·~U.TrIO~/E~CSIO'" COfI-F.OL F~CIUTIES MUST 30: TO _~rj) C"EARI~~ ~N)rF. CON3T,,'X"10'J 'C [',SJf<[ T'I',T SWflGH UlDeN II/,fC" DOCS ~.OT ,'Ll ~ROSIC~. ;,',C S[Olr..CNT ,1,eIUT[S :'k ~ FO~ 'RLlSICf./SD ME'JHTIC~. 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[ 212-S0-04J(g) r'I[STP"[CFMSH,NGTO',WPC212-oC'-CQ:2) SE 162ND ST TYPICAL ROADWAY SECTION 4 rn'~E48L, PA'JE'IENT SI)::W~L< A~O 114TH AVE SE TYPICAL ROADWAY SECTION PRELIMINARY NOT FOR CONSTRUCTION TCjCP TGjCP IC4TE I APf"'R PRELIMINARY PLAT SUBMITTAL LlMELITE SHORT PLAT 11419 SE 162ND ST I\O~ES DET)·IL' 07/03/14 C2 , W CIJ W :;( ~ --------------------~~~~~~=~ , ' '''''' , ,'rr,-l'~~'NDSTn~ /&/ . , -:--' .. \--7\ "~' I~'~ /iI'J' ...... ,.1_ .. -. ~. '~.' .~ .... ~,---:-:-;.-... / .. ' .. ' ','",.' =1 ... ~ ... :+=~ .. , :I~_. ~--.J "r~ .¥~. '-" .. ~~.-.--~ .. ~~.=-.. --'-=' -c-/~.;/ .-;-~-··-·-·~-l· .~~~-.~~-=-' .. -f ~-<-T_1-1-7T-··.:··7.~:+------~:~ I ~ 111'i:'<~Y? I -----". '. ,." 1 r-;":1 C":e: j I • I .• 'I ' '·1-~. I I' i f-'I, Ii, -· c. !,>' 1 11----'-': ._:, ::--,---.,:. -<---I _------, 111\ i·': I I III' III , ~ .. ~ 1,,_, -,-. 1 LOT 31 I II rll"" .'.'. : '1'/ . .-t..:<:)T2l I I " i . ". " "." 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PRELIMINARY NOT FOR CONSTRUCTION PRELIMINARY PLAT SUBMITTAL sprin~Jllne deSign CIV"Englneenng I Sote Developmeml Transportallon 3131 Western Avenue, SUite 501 Qh20095783tl ~atlleWA98121 la>2009571).313 TC/CP LlMELITE SHORT PLAT 11419SE162NDST I CITY OF RENTON -.~-.-r------------~--------------___ ~T----- -, ! ! -__ : CO' I ' __ APPROVED BY: ______ _ ";;;1';:;:';"'-/---~-~-=-----c-~ -,.~-~-.::-:=--:~/ -~-=~: ~~ -,~_~/ I_;L~~ /~I / I I '~/"'''l[' ..., , ~,! // -------------'---~/-------r-,-1---+ --T ----f -~ ,_1-if '/ / I I #,.....Y ./ ~t I - _ l_---=-_ , I 1" 1 ~-: r -j 1,1: ... I :/1 I ',-"'"C[ , I ~-;-.J ~, __ I!:OT~ Ii: \ I' i LOT 2: I 1/1 ': ~// rT I..-y -} ~-~ I I I/i! ! i I I-,f----------------,I'T IT I :' ' ) ,: ! ---1-./ \ I :: I ~: I ~: I , I \, .' ro' w, l -:~\ +--j ~:;: k--W LI,' 1 LOT 41 : : 1/ 1 'I ' ,I t-r--"1' _ -:,~rc,l' "CE' / ' ' , I '. ',/ ,'" / ~ I I I It\. 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Su,te 501 I~; 2::9~~78~~~ 1 ~ ~ LlMELITE SHORT PLAT 11419 SE 162ND ST DRAINAGE AND UTILITY PLAN 87/83/14 C5 s;Jrlnglin8 ci8sigrl C,v,l Eng,neenng I Site Development I Transportallon 31J1Westernllvenue.SUlle501 ph 2069576J11 Seattle WA98121 tax~06951831J " I ~I " I ~I ~,I ' 1 .... / " I :'1 m I ~I ~ I ~I ~ ~I ~ CI L,I ~ 1 --I I I ---- /' i ~: --I =1 I iJ 1/ ," ~, 01 "I Sll "Z;l "~'''' LEGEND 2 ;e- IYf'f ? ~~. PRELIMINARY NOT FOR CONSTRUCTION TG/~P CITY OF RENTON APPROVED BY: _____ _ APPROVED BY: ____ _ I_APPROVED BY: ~ '""--_/ o '" 1-:·0' "~ I s·, -"l ' 'v ~ c",;;'en 0, SE 162ND ST , : : 'J oce. ~ ::, 11["> IN C I I \ sec " ~;':, \ ---,':'{i -\.~ ~~ ~4~~ ~";;"~~,--~ ~,~ '.";CC~f;=:;=::'1-_~ ::.~'" ;;;T±~"~ ~~ ~; -j""-- \ IE '"A .. cur 1.-I I 174 LF 12 SD@17j'; I ' )1 l/P.I ~Il r-----1;r--------___ 1..____ I \, ~ ) ),)3 I')} ~T I 'oft ~ EU TI~FI\ II / --------=~~-~_____rr_~ -==--=--=----=-~~-----~~~~~ __ = ~:p--:_= ~~-:h:-~ I T~--=:''''/ J~O 4ND CJ-n '((II -1/ :;;;-:---. ;. ii' / I ------I ----I ---=--........ 14 '6 '?l~r ~ / . · / . " " ~ ",. ~ 1 \ ' ,I I ' ~r- LEGEND 'C 27 rir --,/ /0 ~o I . -.,,7 "\ I ........ _ b ~ 11M IFIREHiJR~m \////>~\ '..1 i~;( '-----------.--.--,.-.---.--.--/' j • l---h----r-----+ _____ . 1 ____ _ I'" '''-~ f/ Y "" , "'. ":, ',. . i '/IT,'. " .' ~~I' . ,'I" .71.-; .. ; I, .. 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DATE " 490 485 480 475 470 465 460 "I cr I I I 1'1'1' HI I / ~ / 'til 1'1 I " I '1'1@I'lrt •• : I I I ~ • I T I' " -( T I ,J'\'/' .', ,1 LJ I : L,~"I I ,~: :':1 \ I I',,: "/.;'1 \ I"~ :'1,: '~11 I /1 ~.I ,1'" " , " \ J '/ \ "~ ,J , II ''>',' " I I I' , .. " " T n. 3 W" -I I' ',/.', ",I " I ,I" .. 1 T 1,.-. I I I' '-. "I .., '. \ ATI H 8A~IJ TYPE 1/.'. 'l'~ '-'. I '" I : '.'1' ";: \: I I ' " ",I • ,-::-'" ,,"; _L --I-~ T'-:--';---"-'-'j--.-I--t---:"'r --• ...-I r -2 '" :,\.:,:~-~;; 7~,~ ~ ,L, ""'.~ :,~a;" .~,f'--r -I ~= ~ ~=--(~;<~-J-~~~' ~' .. ', 1=-=----0--'-er "~CI' "\~~~) .. ' > ~::-:------,-.1.., -,-h :Is_ --c;r:----~--<:" ---.::::.w":I±-,..,~ _.' ~io~)!:'-'';"' ___ ..:) ___ f:-lrn I[ ," ;\~ '." ~. r--~---'-T---'4-----.---,-. ~~'; . -..., __ ~_~'~""_______._'.~, ~;-_.~ ~"'_)8 IE I) , '.' ,', .. ,' I I , " -' ' ~I ' ,~ I I , I , I I I ? --"-,-"2.''t, " ". ro \ '='b \ \ I -.. 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SUlle 501 !: 2;:9~~7S~~~ I CALL 48 HOURS BEFORE YOU DIG! 1-800-424-5555 ~TY CF R[I'FO\ <: ',1 '---iiI"""""ii-~ LEGEND III • WMER/FRE • c=J ' , , C=I ~ CITY' OF RENTON APPROVED BY' L APPROVED BY' DATE' _ Appendix B KCRTS Detention Tank Calculations Project locat~on Computing Series Regional Scale Factor Production of Runoff Time Series Sea-Tae PREDEV ts! 1 00 Data Type Reduced Creating Hourly Time Series File Loading Time Series File C ,KC_SWDM,KC_DATA,STTF60R rn! Till Forest o 32 acres Scaling Yr. 8 Loading Time Series File C ,KC_SWDM,KC_DATA,STTG60R rnf Till Grass o 40 acres Adding Yr: 8 Total Area 0.72 acres Peak Discharge 0 107 CFS at 6 00 on Jan 9 in Year 8 Storing Time Series File PREDEV.tsf Flow Frequency Analysis Time Series File.predev tsf Project location Sea-Tac ---Annual Peak Flow Rates--------Flow Frequency Analysis------- Flow Rate Rank Time of Peak (CFS) o 054 0.023 0.059 o 008 .028 051 045 108 Computed Peaks 3 7 2 8 6 4 5 1 15·00 16 00 7·00 19.00 8.00 1/18/06 16 00 11/24/06 4·00 2/09/01 1/05/02 2/27/03 3/24/04 1/05/05 1/09/08 6.00 Production Project location Sea-Tac Computing Series DEV.ts! Regional Scale Factor 1.00 Data Type Reduced Creating Hourly Time Series File -Peaks (CFS) 0 108 0.059 o 054 o 051 0.045 0.028 o 023 o 008 o 091 of Runoff Time Rank Return Prob Period 100.00 0 990 25.00 0 960 10.00 o. 900 5 00 0 800 3.00 o. 667 2 00 0 500 1 30 0 231 1 10 0 091 50.00 0 .980 Series loading Time Series o 40 acres File·C ,KC_SWDM,KC_DATA,STTG60R rn! Till Grass Scaling Yr. 8 Loading Time Series File:C ,KC_SWDM,KC_DATA,STEI60R rn! Impervious o 32 acres Adding Yr· 8 Total Area 0.72 acres Peak Discharge. 0.236 CFS at 6·00 on Jan 9 in Year 8 Storing Time Series File:DEV.tsf Flow Frequency Analysis -------------------------------------------------------- Time Series File.dev.tsf Project Location"Sea-Tac ---Annual Peak Flow Rates--------Flow Frequency Analysis------- Flow Rate Rank Time of Peak -Peaks Rank Return Prob (CFS) (CFS) Period 0.113 2/09/01 2 00 0.236 100.00 .990 0.086 1/05/02 16 .00 o 137 25 00 .960 o 137 2/27/03 7 ·00 0 127 10.00 .900 0.087 8/26/04 2 .00 0.119 5.00 .800 0.107 10/28/04 16 :00 0 113 3.00 .667 0.119 1/18/06 16 .00 0.107 2 00 500 0 127 10/26/06 0 00 0 087 1 30 .231 0 236 1/09/08 6 00 0.086 1.10 .091 :omputed Peaks 0.203 50 00 .980 = Computing Durations: Flow Duration from Time Series File:predev tsf Cutoff Count Frequency CDF Exceedence_Probability CFS % % % 0.014 60831 99.203 99 203 0.797 0 797E-02 o 016 101 0.165 99 367 0.633 0 633E-02 0.018 68 0.111 99.478 0.522 0 .522E-02 o 021 50 0 082 99.560 0.440 0 .440E-02 o 023 58 0.095 99 654 0.346 0 346E-02 o 025 44 0.072 99 726 0.274 a .274E-02 0.027 38 0.062 99.788 0 212 0 212E-02 029 22 0 .036 99 824 0 .176 0 176E-02 .032 25 0 .041 99 .865 0 135 0 135E-02 034 17 0 028 99 892 0 108 0 .108E-02 036 14 o. 023 99 915 o. 085 0 848E-03 038 10 0 016 99 932 0 068 0 685E-03 .040 10 0 016 99 948 0 052 0 .522E-03 0 043 9 0 .015 99 962 0 .038 0 375E-03 0 .045 8 0 .013 99 .976 0 .024 0 .245E-03 0 .047 5 0 .008 99 .984 0 .016 0 .163E-03 0 049 4 0 .007 99 990 0 .010 0 978E-04 0 .051 1 0 .002 99 992 0 .008 0 815E-04 0 .054 2 0 .003 99 .995 0 .005 0 .489E-04 0 056 0 .002 99 997 0 .003 0 326E-04 0 058 0 .002 99 998 0 .002 0 163E-04 0 .060 0 .002 100 .000 0 .000 O. OOOE+OO 0 .062 0 .000 100 .000 0 .000 0 OOOE+OO Top of Riser r Notched Effective Storage Depth before Overflow (Ft) 15_000 1 Elevation at 0 Stage (Ft) 10.000 1 Riser Head (Ft) [il1li __ ..... ...1 Riser Diameter (In) 112.000 1 Number of Orifices 12 1 r. Flat fOINT of Compliance Setup Edit Test tlYDROGRAPH Parameters Define BISER Orifices and Notch SAVE to detentiontank.rdf o stage is the outlet invert or bottom of live storage & Riser Definition -Orifice Definitions ---------- Orifice 2: Diameter (In) 11.100 Height (Ft) I :::3=:.7=00=====~ Orifice 1: Diameter (In).110~.~50~0~~~~~ Entries Complete Maximum Discharge is 0.62 pi/4 D·2 (2g"headrO.5 --~-? or-------------~----------- rfOh(d)'hryE.c~nca Duration Comparison Anaylsis Base FIe: predev.tsf New FIe. rdout.tsf Cutoff Un ts' Discharge in CFS -----Fraction of Time----- Cutoff 0.014 o 017 o 021 0.024 0.028 0.031 0.034 0.038 0.041 0.045 0.048 0.052 0.055 0.058 Base 0.80E-02 0.56E-02 O.44E-02 0.30E-02 0.21E-02 o 15E-02 0.98E-03 o 70E-03 0.47E-03 o 26E-03 0.15E-03 0.82E-04 0.33E-04 o 16E-04 New %Change 0.26E-02 -67.7 0.20E-02 -64.6 o 17E-02 -62.2 o 14E-02 -54.3 o . llE-02 -45.3 0.78E-03 -46.1 o 51E-03 -48 3 0.29E-03 -58 1 0.21E-03 -55.2 o 15E-03 -43.8 0.98E-04 -33 3 0.49E-04 -40 0 O.OOE+OO -100.0 O.OOE+OO -100 0 ---------Check of Tolerance------- Probability Base New %Change 0.80E-02 0.014 0.012 -13.4 0.56E-02 0.017 0.013 -26.4 0.44E-02 0.021 0.013 -37.4 0.30E-02 0 024 0.013 -46 1 0.21E-02 0 028 0.016 -40.3 0.15E-02 0.031 0.023 -25.5 o 98E-03 0.034 0.029 -16.1 0.70E-03 0.038 0.032 -14.8 0.47E-03 0.041 0.035 -15.0 0.26E-03 0.045 0.038 -14.1 0.15E-03 0.048 0.046 -4.4 0.82E-04 0.052 0.049 -4.8 0.33E-04 0.055 0.052 -5.8 o 16E-04 0.058 0.052 -11.2 Maximum positive excursion = a 000 cfs 0.7%) occurring at 0.048 cfs on the Base Data:predev tsf and at a 049 cfs on the New Data.rdout.tsf Maximum negative excursion = 0.012 cfs (-48.3%) occurring at 0 025 cfs on the Base Data:predev.tsf and at 0.013 cfs on the New Data rdout.tsf Appendix C 114th AVE SE CONVEYANCE CALCULATIONS 114TH AVE SE n r 4,. + ~ --i .. ° .. :;;! , --u tl' 0..., tl' 0", Co .~$ <D tl'0 <D tl'C (/) (/)(/) ., '1,. '" ~ 114TH AVE SE PIPE SYSTEM TRIBUTARY AREA SCALE 1" -100' ClI m c;) I\) Z o ~ ~ ~ ~3:: _ -u .... ..., .... '" .... < (/)0 .,C (/) ,. '" r;' (/) N rr g (/) " ,. , f" -Io"r o N 0 0_ U N 0 0 springline design uc Civil Engi neering I Site Development I Transportation 3131 Western Avenue, Suite 501 ph 2069578311 Seanle .WA98121 fax206957B313 www.springlineUc.com Peak Flow Rate 12" Pipe @ 0.50% e I Drainage Diagram for 14011 pipe conveyance Prepared by {enter your company name here} 611712014 HydroCAD® 7.10 sin 003807 © 2005 HydroCAD Software Solutions LLC 14011 pipe conveyance Prepared by {enter your company name here} HydroCAO® 7.10 sin 003807 © 2005 HydroCAO Software Solutions LLC Type fA 24-hr 25-yr Rainfall=3.40" Page 2 6/17/2014 Time span=0.00-100.00 hrs, dt=0.05 hrs, 2001 points Runoff by SBUH method Reach routing by Stor-Ind+ Trans method Pond routing by Stor-Ind method 5ubcatchment 175: Peak Flow Rate Runoff Area=155,899 sf Runoff Oepth=2.01" Tc=6.3 min CN=86 Runoff=1.763 cfs 0.599 af Reach 18R: 12" Pipe @0.50% Peak Oepth=0.58' Max Vel=3.6887 Ips Inllow=1.763 cIs 0.599 af 0=12.0" n=0.012 L=30.0' S=0.0050·/' Capacity=2.729 cIs Oulflow=1.761 cfs 0.599 af Total Runoff Area = 3.579 ac Runoff Volume = 0.599 af Average Runoff Depth = 2.01" 14011 pipe conveyance Type fA 24-hr 25-yr Rainfall=3.40" Page 3 6/17/2014 Prepared by {enter your company name here} HydroCAD® 7.10 sin 003807 © 2005 HydroCAD Software Solutions LLC Subcatchment 175: Peak Flow Rate Runoff 1.763 cfs@ 7.98 hrs, Volume= 0.599 aI, Depth= 2.01" Runoff by SBUH method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type IA 24-hr 25-yr Rainfall=3.40" Area (sl) CN Description 55,444 100,455 155,899 98 Paved parking & rools 79 50-75% Grass cover, Fair, HSG C 86 Weighted Average Tc Length Slope Velocity (ftlsec) Capacity Description (cfs) (min) (feet) (ftllt) 6.3 Direct Entry. Subcatchment 175: Peak Flow Rate Hydrograph Type IA 24-hr 25-yr Rainfall=3.40" Runoff Area=155,899 sf Runoff Volume=O.599 af Runoff Depth=2.01" Tc=6.3 min CN=86 o~, ~;;::=:=:~~~~~~~,~, ~W, o 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 Time (hours) 14011 pipe conveyance Prepared by {enter your company name here} HydroCAD® 7.10 sin 003807 © 2005 HydroCAD Software Solutions LLC Type IA 24-hr 25-yr Rainfall"'3.40" Page 4 6/17/2014 Reach 18R: 12" Pipe @0.50% [52) Hint: Inlet conditions not evaluated Inflow Area '" Inflow Outflow 3.579 ac. Inflow Depth'" 2.01" for 25-yr event 1.763 cfs @ 7.98 hrs, Volume= 0.599 af 1.761 cfs @ 7.98 hrs, Volume= 0.599 af, Atten= 0%, Lag= 0.1 min Routing by Stor-lnd+Trans method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Max. Velocity= 3.6887 fps, Min. Travel Time= 0.1 min Avg. Velocity'" 2.2164 fps, Avg. Travel Time= 0.2 min Peak Depth= 0.58' @ 7.98 hrs Capacity at bank full= 2.729 cfs Inlet Invert= 30.00'. Outlet Invert= 29.85' 12.0" Diameter Pipe, n'" 0.012 Length= 30.0' Slope'" 0.0050 '/' Reach 18R: 12" Pipe @ 0.50% Inflow Area=3.579 ac Peak Oepth=0.58 ' Max Vel=3.6887 fps 0=12.0" n=0.012 L=30.0' 8=0.0050 I,. Capacity=2.729 cfs 14011 pipe conveyance Type fA 24-hr 100-yr Rainfafl=3.90" Prepared by {enter your company name here} HydroCAD® 7.10 sin 003807 © 2005 HydroCAD Soltware Solutions LLC Time span=0.00-100.00 hrs, dt=0.05 hrs, 2001 points Runoff by SBUH method Reach routing by Stor-Ind+ Trans method -Pond routing by Stor-Ind method Page 5 6117/2014 5ubcatchment 175: Peak Flow Rate Runoff Area=155,899 sl Runoff Depth=2.46" Tc=6.3 min CN=86 Runoff=2.190 cIs 0.732 al Reach 18R: 12" Pipe @0.50% Peak Depth=0.68' Max Vel=3.8574 Ips Inllow=2.190 cIs 0.732 al D=12.0" n=0.012 L=30.0' S=0.0050 'f' Capacity=2.729 cfs Outftow=2.188 cIs 0.732 al Total Runoff Area = 3.579 ac Runoff Volume = 0.732 af Average Runoff Depth = 2.46" 14011 pipe conveyance Type fA 24-hr 100-yr Rainfall=3.90" Prepared by {enter your company name here} HydroCAD® 7.10 sin 003807 © 2005 HydroCAD Software Solutions LLC 5ubcatchment 175: Peak Flow Rate Runoff 2.190 cfs @ 7.98 hrs, Volume= 0.732 af, Depth= 2.46" Runoff by SBUH method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type IA 24-hr 100-yr Rainfall=3.90" Area (sf) 55,444 100,455 155,899 Tc Length (min) (feet) 6.3 CN Description 98 Paved parking & roofs 79 50-75% Grass cover, Fair, HSG C 86 Weighted Average Slope (ft/tt) Velocity (ft/sec) Capacity Description (cfs) Direct Entry, 5ubcatchment 175: Peak Flow Rate Hydrograph Type IA 24-hr 100-yr Rainfall=3.90" Runoff Area=155,899 sf Runoff Volume=O.732 af Runoff Oepth=2.46" Tc=6.3 min CN=86 10 15 20 25 30 35 40 45 50 55 60 65 70 75 BO 85 90 95 100 Time (hours) Page 6 6/17/2014 14011 pipe conveyance Type fA 24-hr 100-yr Rainfall=3.90" Prepared by {enter your company name here} HydroCAD® 7.10 sin 003807 © 2005 HydroCAD Software Solutions LLC Reach 18R: 12" Pipe@0.50% [52] Hint: Inlet conditions not evaluated 3.579 ac, Inflow Depth = 2.46" for 100-yr event 2.190 cfs @ 7.98 hrs, Volume= 0.732 af Page 7 6/17/2014 Inflow Area = Inflow Outflow 2.188 cfs @ 7.98 hrs, Volume= 0.732 af, Allen= 0%, Lag= 0.0 min Routing by Stor-Ind+ Trans method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Max. Velocity= 3.8574 fps, Min. Travel Time= 0.1 min Avg. Velocity = 2.3289 fps, Avg. Travel Time= 0.2 min Peak Depth= 0.68' @ 7.98 hrs Capacity at bank full= 2.729 cfs Inlet Invert= 30.00', Outlet Invert= 29.85' 12.0" Diameter Pipe, n= 0.012 Length= 30.0' Slope= 0.0050 '/' Reach 18R: 12" Pipe @0.50% Hydrograph Time (hours) Inflow Area=3.579 ac Peak Oepth=0.68' Max Vel=3.8574 fps 0=12.0" n=0.012 L=30.0 ' 5=0.0050 'I' Capacity=2.729 cfs Appendix D Bond Quantity Calculation Site Improvement Bond Quantity Worksheet Web date: 1112112005 ® King County Department of Development & Environmental Services 900 Oakesdale Avenue Southwest Renton, Washington 98055-1219 206-296-6600 TTY 206-296-7217 Project Name: Limelite Short Plat Location: 11419 SE 162ND ST Clearing greater than or equal to 5,000 board feet of timber? ______ yes X no If yes, Forest Practice Permit Number: (RCW 76.09) Page 1019 BONOQUANTITY.xlsx For alternate formats, call 206-296-6600. Date: 6/30/2014 Project No.: Activity No.: Note: All prices include labor, equipment, materials, overhead and profit. Prices are from RS Means data adjusted for the Seattle area or from local sources if not included in the RS Means database. Unit prices updated: 02/12102 Version: 04/22102 Report Date 717/2014 Site Improvement Bond Quantity Worksheet Web date: 11/21/2005 Referencetl EROSION/SEDIMENT CONTROL Number Backfill & compaction-embankment ESC-1 Check dams, 4" minus rock ESC-2 SWDM 5.4.6.3 Crushed surfacing 1 1/4" minus ESC-3 WSDOT 9-03.9(3) Ditching ESC-4 Excavation-bulk ESC-5 Fence, silt ESC-6 SWDM 5.4.3.1 Fence, Temporary (NGPE) ESC-7 Hydroseeding ESC-S SWDM 5.4.2.4 Jute Mesh ESC-9 SWDM 5.4.2.2 Mulch, by hand, straw, 3" deep ESC-10 SWDM 5.4.2.1 Mulch, by machine, straw, 2" deep ESC-11 SWDM 5.4.2.1 Piping, temporary, CPP, 6" ESC-12 Piping, temporary, CPP, 8" ESC-13 Piping, temporary, CPP, 12" ESC-14 Plastic covering, 6mm thick, sandbagged ESC-15 SWDM 5.4.2.3 Rip Rap, machine placed; slopes ESC-16 WSDOT 9-13.1 (2) Rock Construction Entrance, 50'x15'x1' ESC-17 SWDM 5.4.4.1 Rock Construction Entrance, 1 00'x15'x1' ESC-18 SWDM 5.4.4.1 Sediment pond riser assembly ESC-19 SWDM 5.4.5.2 Sediment trap,S' high berm ESC-20 SWDM 5.4.5.1 Sed. trap, 5' high, riprapped spillway berm section ESC-21 SWDM 5.4.5.1 Seeding, by hand ESC-22 SWDM 5.4.2.4 Sodding, 1" deep, level ground ESC-23 SWDM 5.4.2.5 Sodding, 1" deep, sloped ground ESC-24 SWDM 5.4.2.5 TESC Supervisor ESC-25 Water truck, dust control ESC-26 SWDM 5.4.7 WRiTE-IN-ITEMS **** (see Daae 9) Catch Basin Protection Page 2 019 BONDQUANTITY.xlsx Unit Price Unit Quantity $ 5.62 CY $ 67.51 Each $ 85.45 CY $ 8.08 CY $ 1.50 CY $ 1.38 LF 499 $ 1.38 LF $ 0.59 SY 3323 $ 1.45 SY $ 2.01 SY 3323 $ 0.53 SY $ 10.70 LF $ 16.10 LF $ 20.70 LF $ 2.30 SY 5000 $ 39.08 CY $ 1,464.34 Each 1 $ 2,928.68 Each $ 1,949.38 Each $ 17.91 LF $ 68.54 LF $ 0.51 SY $ 6.03 SY $ 7.45 SY $ 74.75 HR $ 97.75 HR 10 $ 50.00 Each ESC SUBTOTAL: 30% CONTINGENCY & MOBILIZATION: ESC TOTAL: COLUMN: tlof Applications Cost 1 689 1 1961 1 6679 1 11500 1 1464 1 978 $ 23,270.26 $ 6,981.08 $ 30,251.34 A Unit prices updated: 02/12/02 Version: 04/22/02 Report Date: 717/2014 Site Improvement Bond Quantity Worksheet Web date 1112112005 Unit Price GENERAL ITEMS No. Backfill & Compaction-embankment GI-1 $ 5.62 Backfill & Compaction-trench GI-2 $ 8.53 Clear/Remove Brush, by hand GI-3 $ 0.36 Clearing/GrubbingfTree Removal GI-4 $ 8,876.16 Excavation -bulk GI-5 $ 1.50 Excavation -Trench GI-6 $ 4.06 Fencing, cedar, 6' high GI-7 $ 18.55 Fencing, chain link, vinyl coated, 6' high GI-8 $ 13.44 Fencing, chain link, gate, vinyl coated, 20' GI-9 $ 1,271.81 Fencing, split rail, 3' high GI-10 $ 12.12 Fill & compact -common barrow GI-11 $ 22.57 Fill & compact -Qravel base GI-12 $ 25.48 Fill & compact -screened topsoil GI-13 $ 37.85 Gabion, 12" deep, stone filled mesh GI-14 $ 54.31 Gabion, 18" deep, stone filled mesh GI-15 $ 74.85 Gabion, 36" deep, stone filled mesh GI-16 $ 132.48 Grading, fine, by hand GI-17 $ 2.02 Grading, fine, with grader GI-18 $ 0.95 Monuments, 3' long GI-19 $ 135.13 Sensitive Areas Sign GI-20 $ 2.88 Sodding, 1" deep, sloped ground GI-21 $ 7.46 Surveying, line & grade GI-22 $ 788.26 Surveying, lot location/lines GI-23 $ 1,556.64 Traffic control crew ( 2 flaggers ) GI-24 $ 85.18 Trail, 4" chipped wood GI-25 $ 7.59 Trail, 4" crushed cinder GI-26 $ 8.33 Trail, 4" top course GI-27 $ 8.19 Wall, retaining, concrete GI-28 $ 44.16 Wall, rockery GI-29 $ 9.49 Page 3 af9 SUBTOTAL *KCC 27A authorizes only one bond reduction. BONDQUANTITY.xlsx Existing Future Public Right-of-Way Road Improvemenls & Drainage Facilities UnH Quant. Cost Quant. Cost CY CY SY Acre CY CY LF LF Each LF CY CY CY SY SY SY SY SY Each Each SY Day Acre HR SY SY SY SF SF Privata Quantily Completed Improvements (Bond Reduction)· Quant. 0.687 554 Quant. Cost Complele Cost 6,097.92 12,503.78 18,601.70 Unit prices updated: 02/12/02 Version: 4122102 Report Date: 7/712014 Site Improvement Bond Quantity Worksheet Unft Price ROAD IMPROVEMENT HI!. AC GrindinQ, 4' wide machine < 1000sv RI-1 $ 23.00 AC Grinding, 4' wide machine 1000~2000sy RI-2 $ 5.75 AC Grinding, 4' wide machine> 2000sy RI-3 $ 1.36 AC Removal/Disposal/Repair RI-4 $ 41.14 Barricade, type I RI-5 $ 30.03 Barricade, type III Permanent RI-6 $ 45.05 Curb & Gutter, rolled RI-7 $ 13.27 Curb & Gutter, vertical RI-6 $ 9.69 Curb and Gutter, demolition and disposal RI-9 $ 13.58 Curb, extruded asphalt RI-10 $ 2.44 Curb. extruded concrete RI-11 $ 2.56 Sawcut, asphalt, 3" depth RI-12 $ 1.85 Sawcut, concrete, per 1" depth RI-13 $ 1.69 Sealant, asphalt RI-14 $ 0.99 Shoulder, AC, see AC road unit price) RI-15 $ Shoulder, gravel, 4" thick RI-16 $ 7.53 Sidewalk, 4" thick RI-17 $ 30.52 Sidewalk, 4" thick, demolition and disposal RI-18 $ 27.73 Sidewalk, 5" thick RI-19 $ 34.94 Sidewalk, 5" thick, demolition and disposal RI-20 $ 34.65 Sign, handicap RI-21 $ 65.28 Striping, per stall RI-22 $ 5.82 Striping, thermoplastic, (for crosswalk) RI-23 $ 2.38 Striping, 4" reflectorized line RI-24 $ 0.25 Page 4 of 9 SUBTOTAL *KCC 27A authorizes only one bond reduction. BONDQUANTITY.xlsx ExIs1Ing Futu .. PubU~ Private Right-of_ ~lmp_!III" Impnwamente & Dralnaas F~II"" Unft Quant. Cost Quant. Cost Quant. Cost SY SY SY SY LF LF LF LF 372 3.604.68 LF LF LF LF 475 878.75 LF LF SY SY SY SY SY SY Each Each SF LF 4.483.43 Web date" 11/21/2005 Bond Reduction'" Quant. ComDlete Cost Unit prices updated: 02112102 Version: 4122102 Report Date: 71712014 Site Improvement Bond Quantity Worksheet Unit Price RQAQ SURFACING (4" Rock; 2.5 base & 1.5" top course) For KCRS '93, (additionaI2.S" base) add: RS-l $ 3.60 AC Overlay, 1.5" AC RS-2 $ 7.39 AC Overlay, 2" AC RS -3 $ 8.75 AC Road, 2", 4" rock, First 2500 SY RS -4 $ 17.24 AC Road, 2", 4" rock, Qty. over 2S00SY RS -5 $ 13.36 AC Road, 3", 4" rock, First 2500 SY RS-6 $ 19.69 AC Road, 3", 4" rock, Qty. over 2500 SY RS-7 $ 15.81 AC Road, 5", First 2500 SY RS-8 $ 14.57 AC Road, 5", Qty. Over 2500 SY RS-9 $ 13.94 AC Road, 6", First 2500 SY RS-l $ 1676 AC Road. 6". Qty. Over 2500 SY RS-ll $ 16.12 Asphalt Treated Base, 4" thick RS -12 $ 9.21 Gravel Road, 4" rock, First 2500 SY RS -13 $ 11.41 Gravel Road, 4" rOCk, Qty. over 2500 SY RS-14 $ 7.53 pee Road, 5", no base, over 2500 SY RS -15 $ 21.51 pee Road, 6", no base, over 2500 SY RS -16 $ 21.87 Thickened Edge RS -17 $ 6.89 Page 5 of9 SUBTOTAL "'Kee 27A authorizes only one bond reduction. BONDQUANTITY.xlsx Existing Future Public Prlvats Right-of-way Road Improvements Improvements & Drainage Facilities Un~ Quant. Cost Quant. Cost Quant. Cost For '93 KCRS ( 6.5" Rock; 5" base & 1.5" lop course) SY SY SY SY SY SY 239 4,705.91 SY SY SY SY SY SY SY SY SY SY LF 4,705.91 Web date 11/21/2005 Bond Reduction- Quant. Complete Cost Unit prices updated: 02112102 Version: 4122102 Report Date: 71712014 Site Improvement Bond Quantity Worksheet Web date. 11/21/2005 Unn Price Unn DRAINAGE (CPP = Corrugaled Plastic Pipe. N12 or Equivalent) Access Road, RID I D·1 $ 16.74 SY Bollards -fixed I D-2 $ 240.74 Each Sollards -removable D-3 $ 452.34 I Each * (CBs include frame and lid) CB Type I D-4 $ 1.257.64 CB Type IL D-5 $ 1,433.59 CB Tyoe II, 48" diameter D-6 $ 2,033.57 for additional depth over 4' D-7 $ 436.52 CB Type II, 54" diameter D-8 $ 2.192.54 for additional depth over 4' D-9 $ 486.53 CB Type II, 60" diameter D-10 $ 2.351.52 for additional depth over 4' D-11 $ 536.54 CB Type II. 72" diameter D-12 $ 3.212.64 for additional depth over 4' D -13 $ 692.21 Through-curb Inlet Framework (Add) D-14 $ 366.09 Cleanout, PVC, 4" D -15 $ 130.55 Cleanout, PVC, 6" D -16 $ 174.90 Cleanout, PVC, 8" D -17 $ 224.19 Culvert, PVC, 4T1 D -18 $ 8.64 Culvert, PVC, 6" D -19 $ 12.60 Culvert, PVC, 8" D -20 $ 13.33 Culvert, PVC, 12" D-21 $ 21.77 Culvert, CMP, 8" D-22 $ 17.25 Culvert, CMP, 12" D-23 $ 26.45 Culvert, CMP, 15" D-24 $ 32.73 Culvert, CMP, 18" D-25 $ 37.74 Culvert, CMP, 24" D-26 $ 53.33 Culvert, CMP, 30" D-27 $ 71.45 Culvert, CMP, 36" D-28 $ 112.11 Culvert, CMP, 48" D -29 $ 140.83 Culvert, CMP, 60" D-30 $ 235.45 Culvert, CMP, 72" D-31 $ 302.58 Page 6 of 9 SUBTOTAL "KCC 27A authorizes only one bond reduction. BONDQUANTITY.xlsx Each Each Each FT Each FT Each FT Each FT Each Each Each Each LF LF LF LF LF LF LF LF LF LF LF LF LF LF Quant ExIsting Future Public Private Bond Reduction" Rlght.." ..... y Road Improvamante Improvemente & Drainage FacilltiH Quant Cost Quant. Cost Quanl. Cost CO'!!J1!e1e Cost For Culvert prices. Average of 4' cover Wil8 assumed. Assume perforated PVC is same price 88 solid pipe. 6 7.545.84 5 7 14.234.99 1 1 1 1 5 21.780.83 6,288.20 2.033.57 436.52 2.192.54 486.53 874.50 12,311.86 Unit prices updated: 02/12/02 Version: 4122102 Report Date: 71712014 Site Improvement Bond Quantity Worksheet Web date: 11/21/2005 existing Future Public Private Bond Reduction* Right-of-way Road Improvements Improvements DRAINAGE CONTINUED & Drainage Facilities Quant. No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Complete Cost Culvert, Concrete, 8" D -32 $ 21.02 LF Culvert, Concrete, 12" D -33 $ 30.05 LF Culvert, Concrete, 15" D -34 $ 37.34 LF Culvert, Concrete, 18" D -35 $ 44.51 LF Culvert, Concrete, 24" D -36 $ 61.07 LF Culvert, Concrete, 30" D -37 $ 104.18 LF Culvert, Concrete, 36" D -38 $ 137.63 LF Culvert, Concrete, 42" D -39 $ 158.42 LF Culvert, Concrete, 48" D -40 $ 175.94 LF Culvert, CPP, 6" D-41 $ 10.70 LF Culvert, CPP, 8" D -42 $ 16.10 LF Culvert, CPP, 12" D -43 $ 20.70 LF Culvert, CPP, 15" D -44 $ 23.00 LF Culvert, CPP, 18" D -45 $ 27.60 LF Culvert, CPP, 24" D -46 $ 36.80 LF Culvert, CPP, 30" D -47 $ 48.30 LF Culvert, CPP, 36" D -48 $ 55.20 LF Ditching D -49 $ 8.08 CY Flow Dispersal Trench (1,436 base+) D -50 $ 25.99 LF French Drain (3' depth) D-51 $ 22.60 LF Geotextile, laid in trench, polypropylene D -52 $ 2.40 SY Infiltration pond testing D -53 $ 74.75 HR Mid-tank Access Riser, 48" dia, 6' deep D -54 $ 1.605.40 Each Pond Overflow Spillway D -55 $ 14.01 SY Restrictor/Oil Separator, 12" D -56 $ 1.045.19 Each Restnctor/Oil Separator, 15" D -57 $ 1,095.56 Each Restrictor/Oil Separator, 18" D -58 $ 1.146.16 Each Riprap, placed D -59 $ 39.08 CY Tank End Reducer (36" diameter) D -60 $ 1.000.50 Each Trash Rack, 12" D-61 $ 211.97 Each Trash Rack, 15" D -62 $ 237.27 Each Trash Rack, 18" D -63 $ 268.89 Each Trash Rack, 21" D -64 $ 306.84 Each ----- Page 7 of 9 SUBTOTAL Unit prices updated: 02112102 *KCC 27 A authorizes only one bond reduction Version: 4/22/02 BONDQUANTITY.xlsx Report Date: 71712014 Site Improvement Bond Quantity Worksheet Web date: 11121f2005 I Unit Price Unft PARKING LOT SURFACING No. 2" AC, 2" top course rock & 4" borrow PL-l $ 15.84 SY 2" AC, 1.5" top course & 2.5" base course PL-2 $ 17.24 SY 4" select borrow PL-3 $ 4.55 SY 1.5" top course rock & 2.5" base course PL-4 $ 11.41 SY WRITE·IN·ITEMS (Such as detentionlwater quality vaults.) No. Stormdrain HOPE - 8 inch WI-l $ 40.00 LF Stormdrain HDPE -12 inch WI-3 $ 50.00 LF Stormdrain HOPE -60 inch detention pipe WI-4 $ 200.00 LF Sanitary Sewer pipe -6 inch WI-5 $ 40.00 LF Water Pipe 1" including exc and backfill WI-6 $ 40.00 LF Water Meter WI-7 $ 2,000.00 Each Porous ACP WI-8 $ 50.00 SY ADA Curb Ramp WI-9 $ 800.00 Each Concrete driveway WI-l0 $ 35.00 SY WI-11 SUBTOTAL SUBTOTAL (SUM ALL PAGES): 30% CONTINGENCY & MOBILIZATION: Page 8 of9 *KCC 27 A authorizes only one bond reduction. BONDQUANTITY.xlsx GRANDTOTAL: COLUMN: Existing Future Public Rlght...,f-way Road Improvemenlll & Drainage Facilitiea Quant. Price Quant Coat 792 39.600.00 247 12.350.00 1 800.00 79 2,765.00 55.515.00 86,485,17 25.945.55 112,430,]2 B C PrIvate Bond Reduction' Improvemenlll Quant. 278 14 300 261 303 5 373 Quant. Cost Complete Cost 11.120.00 700.00 60.000.00 10,440.00 12.120.00 10,000.00 18,650,00 123.030,00 153.943.56 46,183.07 200,126.63 D E Unit prices updated: 02/12/02 Version: 4122102 Report Date: 7/712014 Site Improvement Bond Quantity Worksheet Web date. 1112112005 Original bond computations prepared by: Name: Peter Apostol Date: 9/20/2011 PE Registration Number: 35163 Tel. #: 206-957-8311 Firm Name: Springline Design Address: 3131 Western Avenue Suite 501 Seattle, WA 98121 Project No: ROAD IMPROVEMENTS & DRAINAGE FACILITIES FINANCIAL GUARANTEE REQUIREMENTS Stabilization/Erosion Sediment Control (ESC) (A) Existing Right-at-Way Improvements (B) Future Public Road Improvements & Drainage Facilities (C) Private Improvements (D) Calculated Quantity Completed Total Right-at Way and/or Site Restoration Bond'r-(A+B) (First $7,500 of bond" shall be cash.) Performance Bond' Amount (A+B+C+D) = TOTAL (T) Reduced Performance Bond' Total '** Maintenance/Defect Bond* Total NAME OF PERSON PREPARING BOND' REDUCTION: 2 2 2 $ 2 $ PERFORMANCE BOND' AMOUNT 30,251.3 112,430.7 200,126.6 30,251.3 342,808.7 MInimum bond* amount IS $1000. BOND' AMOUNT REQUIRED AT RECORDING OR TEMPORARY OCCUPANCY'" (E) T x 0.30 $ 102,842.6 OR (T-E) $ 342,808.7 Use larger of r )(30% or (I-E) Date: ~ NOTE: The word "bond" as used in this document means any financial guarantee acceptable to King County. ** NOTE: KeC 27A authorizes right of way and site restoration bonds to be combined when both are required. PUBLIC ROAD & DRAINAGE MAINTENANCEIDEFECT BOND' (B+C) x 0.25 = $ 28,107.7 The restoration requirement shall include the total cost for all lESe as a minimum, not a maximum. In addition, corrective work, both on-and off-site needs to be included Quantities shall reflect worse case scenarios not just minimum requirements. For example, if a salmonid stream may be damaged, some estimated costs for restoratIon needs to be reflected In this amount. The 30% contingency and mobilization costs are computed in this quantity . .. ,,* NOTE: Per KGG 27A, total bond amounts remaining after reduction shall not be less than 30% of the anginal amount (T) or as revised by major design changes SURETY BOND RIDER NOTE: If a bond rider is used, minimum additional performance bond shall be J $ 312,557.4 J(C+D)-E REQUIRED BOND' AMOUNTS ARE SUBJECT TO REVIEW AND MODIFICATION BY DDES Page 9 ot9 Check out the DOES Web site at www.metrokc.qovlddes BONDQUANTITY.xlsx Unit prices updated: 02/12102 Version: 4/22102 Report Date: 7/7/2014 Appendix E Declaration of Covenants RECORDING REQUESTED BY AND WHEN RECORDED MAIL TO: CITY CLERK'S OFFICE CITY OF RENTON 1055 SOUTH GRADY WAY RENTON, W A 98057 DECLARATION OF COVENANT FOR MAINTENANCE AND INSPECTION OF FLOW CONTROL BMPS Grantor: _____________ _ Grantee: City of Renton Legal Description: To be completed at the construction permit phase. Additional Legal(s) on: __________________________ _ Assessor's Tax Parcel 10#: _________________________ _ IN CONSIDERATION of the approved City of Renton(check one ofthe following) 0 residential building permit, 0 commercial building pennit, 0 clearing and grading permit, 0 subdivision pennit, or o short subdivision pennit for Application File No. LUA/SWP ________ relating to the real property ("Property") described above, the Grantor(s), the owner(s) in fee of that Property, hereby covenants(covenant) with City or Renton, a political subdivision of the state of Washington, that he/she(they) will observe, consent to, and abide by the conditions and obligations set forth and described in Paragraphs I through 8 below with regard to the Property, Grantor(s) hereby grants(grant), covenants(covenant), and agrees(agree) as follows: I. Grantor(s) or hislher(their) successors in interest and assigns ("Owners") shall retain, uphold, and protect the stormwater management devices, features, pathways, limits, and restrictions, known as flow control best management practices ("BMPs"), shown on the approved Flow Control BMP Site Plan for the Property attached hereto and incorporated herein as Exhibit A. 2. The Owners shall at their own cost, operate, maintain, and keep in good repair, the Property's BMPs as described in the approved Design and Maintenance Details for each BMP attached hereto and incorporated herein as Exhibit B. 3. City or Renton shall provide at least 30 days written notice to the Owners that entry on the Property is planned for the inspection ofthe BMPs. After the 30 days, the Owners shall allow the City of Renton to enter for the sole purpose of inspecting the BMPs. In lieu of inspection by the City, the Owners may elect to engage a licensed civil engineer registered in the state of Washington who has expertise in drainage to inspect the BMPs and provide a written report describing their condition. If the engineer option is chosen, the Owners shall provide written notice to the City of Renton within fifteen days of receiving the Ciry's notice of inspection. Within 30 days of giving this notice, the Owners, or the engineer on behalf of the Owners, shall provide the engineer's report to the City of Renton. If the report is not provided in a timely manner as specified above, the City of Renton may inspect the BMPs without further notice. 4. If the City determines from its inspection, or from an engineer's report provided in accordance with Paragraph 3, that maintenance, repair, restoration, andlor mitigation work is required for the BMPs, The City shall notifY the Owners of the specific maintenance, repair, restoration, andlor mitigation work (Work) required under RMC 4-6-030. The City shall also set a reasonable deadline for completing the Work or providing an engineer's report that verifies completion of the Work. After the deadline has passed, the O"TIers shall allow the City access to re-inspect the BMPs unless an engineer's report has been provided verifying completion of the Work. If the work is not completed properly within the time frame set by the City, the City may initiate an enforcement action. Failure to properly maintain the BMPs is a violation ofRMC 4-6-030 and may subject the Owners to enforcement under the RMC 1-3, including fines and penalties. 5. Apart from performing routine landscape maintenance, the Owners are hereby required to obtain writlen approval from the City or Renton before performing any alterations or modifications to the BMPs. 6. Any notice or approval required to be given by one party to the other under the provisions of this Declaration of Covenant shall be effective upon personal delivery to the other party, or after three (3) days from the date that the notice or approval is mailed with delivery confirmation to the current address on record with each Party. The parties shall notify each other of any change to their addresses. 7. This Declaration of Covenant is intended to promote the efficient and effective management of surface water drainage on the Property, and it shall inure to the benefit of all the citizens of the City of Renton and its successors and assigns. This Declaration of Covenant shall run with the land and be binding upon Grantor(s), and Grantor's(s') successors in interest and assigns. 8. This Declaration of Covenant may be terminated by execution of a written agreement by the Owners and the City of Renton that is recorded by King County in its real property records. IN WITNESS WHEREOF, this Declaration of Covenant for the Maintenance and Inspection of Flow Control BMPs is executed this ~~ day of ________ ~" 20~~ GRANTOR, owner of the Property GRANTOR, owner of the Property STATE OF WASHINGTON ) COUNTY OF KING )ss. On this day personally appeared before me: --:--:-----:-.,-----:--:-:c----:-:---:--~--' to me known to be the individual(s) described in and who executed the within and foregoing instrument and acknowledged that they signed the same as their free and voluntary act and deed, for the uses and purposes therein stated. Given under my hand and official seal this ~~ day of ________ ~" 20~~. Printed name Notary Public in and for the State of Washington, residing at My appointment expires _________ _ Appendix F Operation and Maintenance Manual APPENDIX A MAI'lTENANCE REQUIREMENTS FOR fLOW CONTROL. CONYb. YANCE. AND WQ F ACIUTlES NO.3 -DETENTION TANKS AND VAULTS Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Site Trash and debns Any trash and debns which exceed 1 cubic foot Trash and debris cleared from site per 1,000 square feet (this IS about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Noxious weeds Any noxious or nuisance vegetation which may Noxious and nuisance vegetation constitute a hazard to County personnel or the removed according to applicable public. regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil, gasoline, concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Grass/groundcover Grass or groundcover exceeds 18 inches in Grass or groundcover mowed to a height. height no greater than 6 inches. Tank or Vault Trash and debris Any trash and debris accumulated in vault or tank No trash or debris in vault. Storage Area (includes floatables and non-floatables). Sediment Accumulated sediment depth exceeds 10% of the All sediment removed from storage accumulation diameter of the storage area for Y2 length of area. storage vault or any point depth exceeds 15% of diameter. Example: 72-inch storage tank would require cleaning when sediment reaches depth of 7 inches for more than Y2length of tank Tank Structure Plugged air vent Any blockage of the vent. Tank or vault freely vents. Tank bent out of Any part of tank/pipe is bent out of shape more Tank repaired or replaced to design. shape than 10% of its design shape. Gaps between A gap wider than Y2-inch at the joint of any tank No water or soil entering tank sections, damaged sections or any evidence of soil particles entering through joints or walls. joints or cracks or the tank at a joint or through a wall. tears in wall Vault Structure Damage to wall, Cracks wider than Yz-inch, any evidence of soil Vault is sealed and structurally frame. bottom, and/or entering the structure through cracks or qualified sound. top slab inspection personnel determines that the vault is not structurally sound. InleUOutiet Pipes Sediment Sediment filling 20% or more of the pipe Inlet/outlet pipes clear of sediment. accumulation Trash and debris Trash and debris accumulated in inlet/outlet No trash or debris in pipes pipes (includes f10atables and non-f1oatables). Damaged Cracks wider than Y2-inch at the jOint of the No cracks more than 1f4-inch Wide at inlet/outlet pipes or any evidence of soil entering the joint of the inlet/outlet pipe at the joints of the inleUoutlet pipes. 2009 Surface Water Design Manual Appendix A 119/2009 A-5 APPENDIX A MAINTENAI\CE REQuIREMENTS FLOW CONTROl., COI\VEYANCE, AND WQ FACILITIES NO.3 -DETENTION TANKS AND VAULTS Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Access Manhole Cover/lid not in place Cover/lid is missing or only partially in place Manhole access covered. Any open manhole requires immediate maintenance. Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. not working maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Cover/lid difficult to One maintenance person cannot remove Cover/lid can be removed and remove cover/lid after applying 80 Ibs of lift. reinstalled by one maintenance person. Ladder rungs unsafe Missing rungs, misalignment, rust, or cracks. Ladder meets design standards. Allows maintenance person safe access. Large access Damaged or difficult Large access doors or plates cannot be Replace or repair access door so it doors/plate to open opened/removed using normal equipment. can opened as designed. Gaps, doesn't cover Large access doors not flat and/or access Doors close flat and covers access completely opening not completely covered. opening completely. Lifting Rings missing, Lifting rings not capable of lifting weight of door Lifting rings sufficient to lift or rusted or plate. remove door or plate. 1/912009 2009 Surface Water Design Manual-Appendix A A-6 APPEl\D[X A MA[NTENA'iCE REQU[REMENTS FOR FI.OW CONTROL, CO'iVEYA'iCE, AND WQ FAClLlT[ES NO, 4 -CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Structure Trash and debris Trash or debris of more than Yz cubic foot which No Trash or debris blocking or is located immediately in front of the structure potentially blocking entrance to opening or is blockIng capacity of the structure by structure. more than 10%. Trash or debris in the structure that exceeds 1/3 No trash or debris in the structure. the depth from the bottom of basin to invert the lowest pipe into or out of the basin. Deposits of garbage exceeding 1 cubic foot in No condition present which would volume. attract or support the breeding of insects or rodents. Sediment Sediment exceeds 60% of the depth from the Sump of structure contains no bottom of the structure to the Invert of the lowest sediment. pipe into or out of the structure or the bottom of the FROP-T section or is within 6 inches of the invert of the lowest pipe into or out of the structure or the bottom of the FROP-T section. Damage to frame Corner of frame extends more than % inch past Frame is even with curb. and/or top slab curb face into the street (If applicable). Top slab has holes larger than 2 square inches or Top slab is free of holes and cracks cracks wider than Y4 inch. Frame not sitting flush on top slab, i.e., Frame IS sitting flush on top slab. separation of more than % inch of the frame from the top slab. Cracks in walls or Cracks wider than Y.z inch and longer than 3 feet, Structure is sealed and structurally bottom any evidence of soil particles entering structure sound. through cracks, or maintenance person judges that structure is unsound. Cracks wider than Y2 inch and longer than 1 foot No cracks more than '/4 inch wide at at the joint of any inlet/outlet pipe or any evidence the joint of inlet/outlet pipe of soil particles entering structure through cracks. SettlemenU Structure has settled more than 1 inch or has Basin replaced or repaired to design misalignment rotated more than 2 inches out of alignment. standards. Damaged pipe joints Cracks wider than Yz-inch at the Joint of the No cracks more than X-inch wide at inlet/outlet pipes or any evidence of soil entering the joint of inleUoutlet pipes. the structure at the joint of the inlet/oullet pipes Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil, gasoline, concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Ladder rungs missing Ladder is unsafe due to missing rungs, Ladder meets design standards and or unsafe misalignment, rust, cracks, or sharp edges. allows maintenance person safe access FROP-T Section Damage T section is not securely attached to structure T section securely attached to wall wall and outlet pipe structure should support at and outlet pipe. least 1,000 Ibs of up or down pressure. Structure is not in upright position (allow up to Structure in correct position. 10% from plumb). Connections to outlet pipe are not watertight or Connections to outlet pipe are water show signs of deteriorated grout. tight; structure repaired or replaced and works as designed. Any holes-other than designed holes-in the Structure has no holes other than structure. designed holes. Cleanout Gate Damaged or missing Cleanout gate is missing. Replace cleanout gate. 2009 Surface Water Design Manual -Appendix A [/9/2009 A-7 APPEN[)JX A MAINTENANCE REQUIREMEN rs FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO.4 -CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance Oefect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Cleanout gate is not watertight. Gate is watertight and works as designed. Gate cannot be moved up and down by one Gate moves up and down easily and maintenance person. is watertight. Chain/rod leading to gate is missing or damaged. Chain is in place and works as designed. Orifice Plate Damaged or missing Control device is not working properly due to Plate is in place and works as missing, out of place, or bent orifice plate. designed. Obstructions Any trash, debris, sediment, or vegetation Plate is free of all obstructions and blocking the plate. works as designed. Overflow Pipe Obstructions Any trash or debris blocking (or having the Pipe is free of all obstructions and potential of blocking) the overflow pipe. works as designed. Deformed or damaged Lip of overflow pipe is bent or deformed. Overflow pipe does not allow lip overflow at an elevation lower than design InleUOutlet Pipe Sediment Sediment filling 20% or more of the pipe. InleUoutlet pipes clear of sediment. accumulation Trash and debris Trash and debris accumulated in inlet/outlet No trash or debris in pipes. pipes (includes floatables and non-floatables). Damaged Cracks wider than %-inch at the joint of the No cracks more than Y.-inch wide at inlet/outlet pipes or any evidence of soil entering the joint of the inlet/outlet pipe. at the joints of the inlet/outlet pipes. Metal Grates Unsafe grate opening Grate with opening wider than 7/8 inch. Grate opening meets design (If Applicable) standards. Trash and debris Trash and debris that is blocking more than 20% Grate free of trash and debris. of grate surface. footnote to guidelines for disposal Damaged or missing Grate missing or broken member(s) of the grate. Grate is in place and meets design standards. Manhole Cover/Lid Coverllid not in place Cover/lid is missing or only partially in place. Cover/lid protects opening to Any open structure requires urgent structure. maintenance. Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. Not Working maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Cover/lid difficult to One maintenance person cannot remove Cover/lid can be removed and Remove coverllid after applying 80 Ibs. of lift. reinstalled by one maintenance person. \/9/2009 2009 Surface Water Design Manual -Appendix A A-8 APPE,"DlX A MAI"ITEJ\ANCE REQUIRE'"IE"ITS FOR PLOW CO'HROL. CONVEYANCE. AI\U WQ FI\ULlllcS NO.5 -CATCH BASINS AND MANHOLES Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Structure Sediment Sediment exceeds 60% of the depth from the Sump of catch basin contains no bottom of the catch basin to the invert of the sediment. lowest pipe mto or out of the catch basin or is within 6 inches of the invert of the lowest pipe inlo or out of the catch basin. Trash and debris Trash or debris of more than ~ cubic foot which No Trash or debris blocking or is located immediately in front of the catch basin potentiaJly blocking entrance to opening or is blocking capacity of the catch basin catch basin. by more than 10%. Trash or debris in the catch basin that exceeds No trash or debris In the catch basin. 1/3 the depth from the bottom of basin to invert the lowest pipe into or out of the basin. Dead animals or vegetation that could generate No dead animals or vegetation odors that could cause complaints or dangerous present within catch basin. gases (e.g., methane). Deposits of garbage exceeding 1 cubic foot in No condition present which would volume. attract or support the breeding of insects or rodents. Damage to frame Comer of frame extends more than % inch past Frame is even with curb. and/or top slab curb face into the street (If applicable). Top slab has holes larger than 2 square inches or Top slab is free of holes and cracks. cracks wider than X. inch Frame not sitting flush on top slab, i.e., Frame is sitting flush on top slab. separation of more than % inch of the frame from the top slab. Cracks in walls or Cracks wider than lS: inch and longer than 3 feet, Catch basin is sealed and bottom any evidence of soil particles entering catch structurally sound. basin through cracks, or maintenance person judges that catch basin is unsound. Cracks wider than lS: Inch and longer than 1 foot No cracks more than 1/4 inch wide at at the joint of any inlet/outlet pipe or any evidence the joint of inlet/outlet pipe. of soil particles entering catch basin through cracks. Settlement/ Catch basin has settled more than 1 inch or has Basin replaced or repaired to design misalignment rotated more than 2 inches out of alignment. standards. Damaged pipe joints Cracks wider than "Ih-inch at the joint of the No cracks more than 'X-inch wide at inlet/outlet pipes or any evidence of soil entering the joint of inlet/outlet pipes. the catch basin at the joint of the inlet/outlet pipes Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil, gasoline, concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a suliace oil film. Inlet/Outlet Pipe Sediment Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. accumulation Trash and debris Trash and debris accumulated in inlet/outlet No trash or debris in pipes. pipes (includes f10atables and non-f1oatables). Damaged Cracks wider than lS:-inch at the joint of the No cracks more than %-inch wide at inlet/outlet pipes or any evidence of soil entering the joint of the inlet/outlet pipe. at the joints of the inlet/outlet pipes. 2009 Surface Water Design Manual-Appendix A 119/2009 1\-9 APPDIDIX A MAIl\TENANCE REQUIREME)lTS FLOW CO)lTROL. CONVEYAl\CE, AND WQ FACILITIES NO.5 -CATCH BASINS AND MANHOLES Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Metal Grates Unsafe grate opening Grate with opening wider than 7/e inch. Grate opening meets design (Catch Basins) standards. Trash and debris Trash and debris that is blocking more than 20% Grate free of trash and debris. of grate surface. footnote to guidelines for disposal Damaged or missing Grate missing or broken member(s) afthe grate. Grate is in place and meets design Any open structure requires urgent standards. maintenance. Manhole Cover/Lid Cover/lid not in place Cover/lid is missing or only partially in place. Coverllid protects opening to Any open structure requires urgent structure. maintenance. Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. Not Working maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Cover/lid difficult to One maintenance person cannot remove Cover/lid can be removed and Remove coverllid after applying 80 Ibs. of lift. reinstalled by one maintenance person. 119/2009 2009 Surface Water Design Manual-Appendix A A-\O APPDIDIX A MAINTENANCE REQlIIREV!EI\TS FOR FLOW CO"lTROL, CONVEYANCE, AI\D WQ FACII.ITIES NO, 6 -CONVEYANCE PIPES AND DITCHES Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Pipes Sediment & debris Accumulated sediment or debris that exceeds Water flows freely through pipes accumulation 20% of the diameter of the pipe. Vegetation/roots Vegetation/roots that reduce free movement of Water flows freely through pipes water through pipes Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil, gasoline, concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Damage to protective Protective coating is damaged; rust or corrosion Pipe repaired or replaced. coating or corrosion is weakening the structural integrity of any part of pipe. Damaged Any dent that decreases the cross section area of Pipe repaired or replaced. pipe by more than 20% or is determined to have weakened structural Integrity of the pipe. Ditches Trash and debris Trash and debris exceeds 1 cubic foot per 1,000 Trash and debris cleared from square feet of ditch and slopes ditches. Sediment Accumulated sediment that exceeds 20% of the Ditch cleaned/flushed of all sediment accumulation design depth and debris so that it matches design. Noxious weeds Any noxious or nuisance vegetation which may Noxious and nuisance vegetation constitute a hazard to County personnel or the removed according to applicable public. regulations. No danger of noxIous vegetation where County personnel or the public might normally be. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as 011, gasoline, concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Vegetation Vegetation that reduces free movement of water Water flows freely through ditches. through ditches. Erosion damage to Any erosion observed on a ditch slope. Slopes are not eroding. slopes Rock lining out of One layer or less of rock exists above native soil Replace rocks to design standards. place or missing (If area 5 square feet or more, any exposed native Applicable) soil 2009 Surface Water Design Manual-Appendix A 1/9/2009 A-II APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEY ANCE, AND WQ FACILITIES NO. 11 -GROUNDS (LANDSCAPING) Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Site Trash or litter Any trash and debris which exceed 1 cubic foot Trash and debris cleared from site. per 1,000 square feet (this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Noxious weeds Any noxious or nuisance vegetation which may Noxious and nuisance vegetation constitute a hazard to County personnel or the removed according to applicable public. regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil, gasoline, concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Grass/groundcover Grass or groundcover exceeds 18 inches in Grass or groundcover mowed to a height. height no greater than 6 inches Trees and Shrubs Hazard Any tree or limb of a tree identified as having a No hazard trees in facility. potential to fall and cause property damage or threaten human life. A hazard tree identified by a qualified arborist must be removed as soon as possible. Damaged Limbs or parts of trees or shrubs that are split or Trees and shrubs with less than 5% broken which affect more than 25% of the total of total foliage with split or broken foliage of the tree or shrub. limbs. Trees or shrubs that have been blown down or No blown down vegetation or knocked over. knocked over vegetation. Trees or shrubs free of injury. Trees or shrubs which are not adequately Tree or shrub in place and supported or are leaning over, causing exposure adequately supported; dead or of the roots. diseased trees removed. 119/2009 2009 Surface Water Design Manual-Appendix A A-16 APPcKlJlX A MAINTE'IA'ICE REQUREMEKTS FOR FLOW COKTROL, CONVEYANCE. A'ID WQ FACILITIES NO. 24 -CATCH BASIN INSERT Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Media Insert Visible Oil Visible orl sheen passing through media Media inset replaced Insert does not fit Flow gets into catch basIn without going through All flow goes through media catch basin properly media. Filter media plugged Filter media plugged. Flow through filter media is normal. Oil absorbent media Media oil saturated. Oil absorbent media replaced. saturated Water saturated Catch basin insert is saturated with water, which Insert replaced. no longer has the capacity to absorb. Service life exceeded Regular interval replacement due to typical Media replaced at manufacturer's average life of media insert product, typically one recommended interval. month. Seasonal When storms occur and during the wet season. Remove, clean and replace or install maintenance new insert after major storms, monthly during the wet season or at manufacturer's recommended interval. 2009 Surface Water Design Manual-Appendix A 1/9/2009 A-35 Appendix G Geotechnical Report June 24, 2014 Project No. 14-052 Mr. Todd Karam Limelite Development 14508 NE 20th Street, Suite 200 Bellevue, W A 98007 Subject: Geotechnical Engineering Report Proposed Short Plat and Development 16204 _114th Avenue SE, Renton, Washington Dear Mr. Karam, PanGE@ As requested, PanG EO, Inc. completed a geotechnical enginecring study to assist you and your project team with the proposed short plat and development at the above-referenced property. This study was performed in accordance with our mutually agreed scope of work as outlined in our proposal dated March 4, 2014, and was subsequently approved by you on the same day. Our service scope included reviewing readily available geologic data, conducting a site reconnaissance, excavating five test pits, and developing the conclusions and recommendations presented in this report. SITE AND PROJECT DESCRIPTION The subject property is an approximately 29,900 square foot lot located at 16204 -114th Avenue SE in the City of Renton, Washington (see Figure I, Vicinity Map). The subject lot is roughly rectangular in shape, and is bordered to the north by SE 162 nd Street, to the west by 114th Avenue SE, and to the east and south by existing single-family residences (see Figure 2, Site and Exploration Plan). An existing single-family residence occupies the central portion of the site (see Plates I and 2 on Page 2 and Figure 2). A detached garage is located in the southeastern comer of the lot. The site is covered with short grass with several mature trees at the time of our field exploration. The existing site grade is generally level. ; ; J"Ii't\...' \'.\...I ,~. I a .1. \,11 " I', .... '-\11' \\ \')01112 Geotechnical Engineering Report Proposed Short Plat and Development: 16204 -1141h Avenue SE, Renton, W A June 24, 2014 Plate 1. Partial view of the site showing the house and garage, looking east from 1141h Avenue NE. Plate 2. Partial site view showing the house, looking northwest from SE 162"d Street. We understand that you plan to remove the existing house and garage, and to subdivide the property into five single-family residential lots. Details regarding the short plat and future building design information are currently not available. We envisage that the proposed single-family residences will be wood frame, two-to three-story structures with attached garages. New private roads or driveways will also be constructed to provide access to the proposed residences. Additionally, new utilities will also be needed for the proposed development. We anticipate that site grading for the proposed construction will likely include cuts and till on the order of 4 feet for the foundation construction, and may be as deep as 7 to 8 feet for the utility construction. The conclusions and recommendations outlined in this report are based on our understanding of the proposed development at this time, which is in tum based on the project information provided. [f the above project description is substantially different from your proposed improvements or if the project scope changes, PanGEO should be consulted to review the recommendations contained in this report and make modifications, if needed. SUBSURFACE EXPLORATION Five test pits (TP-I through TP-5) were excavated at the site on March 19,2014, to explore the general subsurface conditions at the site. The approximate test pit locations were taped from existing site features and are indicated on Figure 2. The test pits were excavated to depths of about 7 to 8 feet below the existing ground surface using an excavator owned and 14-052 16204 -114th Ave SE Rpt 2 PanG EO, [nco Gcotcchnical Engineering Report Proposed Short Plat and Development: 16204 -114'h Avenue SE, Renton, WA June 24, 2014 operated by Northwest Excavating, Inc., out of Mill Creek, Washington. A geologist from PanGEO was present during the field exploration to observe the test pit excavations, obtain representative samples, and to describe and document the soils encountered in the explorations. The soils encountered during our subsurface exploration were described and field c1assilied in general accordance with the symbols and terms outlined in Figure A-I in Appendix A of this report. Summary test pit logs are included as Figures A-2 through A-6. The relative in-situ density of cohesionless soils, or the relative consistency of fine-grained soils was estimated from the cxcavating action of the back-hoe, and the stability of the test pit sidewalls. Where soil contacts were gradual or undulating, the average depth of the contact was recorded in the logs. After each test pit was logged, the excavation was backfilled with the excavated soils and the surface was tamped and re-graded smooth. SUBSURFACE CONDITIONS SITE GEOLOGY According to the geology maps of the area (The Geologic Map of King County, Washington: scale 1: 100,000, Booth, D. 8., Troost, K. A., and Wisher, A. P., 2007), the project area is underlain by Vashon Glacial Till (Qvt). Glacial Till deposit (Qvt) is described by Troost, et aI, as a very dense, heterogeneous mixture of silt, sand, and gravel laid down at the base of an advancing glacial ice sheet. SOIL In summary, our test pits generally encountered three distinctive soil units: (1) topsoil/fill, (2) till-like deposits, and (3) sandstone. A summary description of these soil units are summarized below: Unit 1: Fill -Our test pits encountered about 1 to 5 feet of gray to brown, moist, loose to medium dense silty sand and sandy silt with trace to some gravel and occasional organics. We interpret this surface unit as fill due to its disturbed appearance and presence of organics. Unit 2: Till-Like Deposits -Below the topsoil/fill, the test pits encountered medium dense to dense, moist to wet, gravelly silty sand. This unit appeared to be till-like deposits and is weathered at the upper portion with iron oxide stains. This unit extended to the maximum depths of the test pits TP-2 through TP-5 at about 7 to 8 feet 14-052 16204 -114th Ave SE Rpt 3 PanGEO, Inc. Geotechnical Engineering Report Proposed Short Plat and Development: 16204 -114th Avenue SE, Renton, W A June 24,2014 below the surface. This unit extended to about 7 feet in TP-I. Coal interbeds were encountered at about 7 feet in test pit TP-2 and 4 to 8 feet in TP-4. Coal interbeds were not encountered in other test pits. Unit 3: Sandstone -Underlying the till-like deposits in TP-I, very dense, gray sandstone was encountered from 7 to 8 feet, the maximum depth excavated. This unit is not encountered in other test pit locations within the excavation depths. GROUNDWATER Moderate to heavy groundwater seepage was encountered in all test pits at depths of about I to 5 feet below the surface at the time of our subsurface exploration. The groundwater seepage is perched above the dense till. It should be noted that groundwater elevations and seepage rates are likely to vary depending on the season, local subsurface conditions, and other factors. Groundwater levels are normally highest during the winter and early spring. GEOLOGIC HAZARDS ASSESSMENT As part of our study, we evaluated potential geologic hazards at the subject site as defined in Renton Municipal Code (RMC) Section 4-3-050 (Critical Areas Regulations). The City of Renton identifies five different types of Geologic Hazards: Steep Slopes; Landslide Hazards; Erosion Hazards; Seismic Hazards; and Coal Mine Hazards. Based on review of the City of Renton's sensitive areas maps, the site is not mapped within steep slope, erosion, landslide, and coal mine hazard areas. Potentially liquefiable soils were not encountered at our exploration locations; and therefore, the site does not meet the criteria for seismic hazard. Since the site is flat and there are no steep slopes in the site vicinity, and the site does not contain potentially liquefiable soil, only the erosion and coal mine hazards are further discussed in the following sections: EROSION HAZARDS The site is not mapped as a high erosion hazard area by the City of Renton. Based on the test pits excavated at the site, it is our opinion the site soils exhibit low erosion potential. In our opinion, any potential erosion hazards at the site can be effectively mitigated with the best management practice during construction and with properly designed and implemented landscaping and permanent erosion control measures. During construction, the temporary erosion hazard can also be effectively managed with an appropriate erosion and sediment 14-05216204 -114th Ave SE Rpt 4 PanG EO, Inc. Geotechnical Engineering Report Proposed Short Plat and Development: 16204 - I 14th i\ vcnue SE, Renton, W A June 24, 2014 control plan, including but not limited to installing silt fence at the construction perimeter, placing rocks or hay bales at the disturbed and traffic areas, covering stockpile soil or cut slopes with plastic sheets, constructing a temporary drainage pond to control surface runoff and sediment trap, placing rocks at the construction entrance, etc. Pennanent erosion control measures should be applied to the disturbed areas as soon as feasible. These measures may include but not limited to planting and hydro seeding. The use of pennanent erosion control mat may also be considered in conjunction with planting/hydroseeding to protect the soils from erosion. COAL MINE HAZARDS City of Renton contains abandoned coal mines in several areas that can have potentially adverse impacts on site development. As part of our study, we reviewed infonnation contained in the Washington State Coal Mine Map Collection: A Catalog, Index, and Users Guide, Open File Report 94-7, prepared by the Washington Division of Geology and Earth Resources (DNR 1994), the Washington State Coal Mine Map Collection (11 ltr:/ I \V ww .dn r. wa. go v IR esearch Sci ence/T or i cs/( ;eo logy Pu hI i cati OilS L i hrary IPagcs/ coal Ina ps. ~) and the City of Renton Coal Mine Map (Renton 2012) for infonnation pertaining to historic coal mining operations in the vicinity of the site. According to City of Renton's Sensitive Area map, the suhject site is not mapped as a Coal Mine hazard area. However, an area with Moderate Coal Mine Hazards Designation was mapped about 2 blocks northwest of the site. Based on our review, two mines operated within the section containing the subject site (Township 23 North, Range 5 East, Section 29). These mines are identified as the Sunbeam Mine and the Renton Mine. However, these mines appear to be located at least two blocks to the north and northwest of the subject site, and do not extend below the subject property. During our field exploration and site reconnaissance, we did not observe any surface or subsurface indications of coal mining activity, such as mine tailing piles, abandoned mine openings, or abandoned mining equipment, all of which are typically found near coal mine operations. Based on the results of our review, in our opinion, the subject site is not directly underlain by coal mine workings and would have a Low Coal Mine Hazard designation. 14-052 16204 -114th Ave SE Rpt 5 PanGEO, Inc. Geotechnical Engineering Report Proposed Short Plat and Development: 16204 - 1 14th Avenue SE, Renton, W A June 24, 2014 GEOTECHNICAL RECOMENDA nONS GENERAL Based on the results of our study, in our opinion, the proposed short plat and development at the subject site is feasible from a geotechnical engineering standpoint, provided the geotechnical engineering recommendations contained in this report are followed. The principal geotechnical engineering considerations for the proposed residential project include the following: • Requirements for site preparation. • Building foundation subgrade support requirement and design parameters; and • Excavations, excavation support, and dewatering considerations for the building and utility construction; Detailed discussion of these items and our geotechnical engineering design recommendations are presented in the following sections ofthis report. EARTHWORK RECOMMENDA nONS Site Preparation Site preparation includes striping and clearing of surface vegetation, and excavating to the design subgrade. Site preparation should begin with the removal of surface vegetation within the proposed improvement areas (i.e. building pads, roadway, and driveway), and excavating to the design subgrade. Based on our site exploration, we anticipate stripping depths will be about 12 inches at the site. Organic rich silt/clay soil and other deleterious materials, if encountered during stripping, should also be removed as part of stripping operation. All stripped surface materials should be properly disposed off-site or be "wasted" on site in non-structural landscaping areas. Following site stripping/clearing and excavation, the exposed soil should be proof-rolled with a minimum 10-ton steel roller or a fully loaded dump truck. Soft/loose and pumping subgrade detected during proof-rolling operation should be over-excavated and backfilled with structural fill. The proof-rolling operation should be observed by a representative of PanGEO. 14-05216204 -114th Ave SE Rpt 6 PanG EO, Inc. Geotechnical Engineering Report Proposed Short Plat and Development: 16204 -114'11 Avenue SE, Renton, W A June 24,2014 Material Reuse Based on the test pits excavated at the site, it is our opinion that the on-site silty sand should not be re-used as a source of structural fill and backfill. However, they can be used as general till in the non-structural areas. If use of the existing soils is planned, any excavated soil should be stockpiled and protected with plastic sheeting to prevent wetting and softening from rainfall. Structural Fill and Compaction In the context of this report, structural till is defined as compacted till placed under building foundations, roadways, slabs, pavements, or other load-bearing areas. Structural fill should consist of imported, well-graded granular material, such as WSDOT Crushing Surface Base Course or approved equivalent. Well-graded recycled concrete aggregates may also be considered as a source of structural till. Use ot' recycled concrete as structural fill should be approved by the geotechnical engineer. Structural fill soils should be moisture conditioned to within about 3 percent of optimum moisture content, placed in loose, horizontal lifts less than 8 inches in thickness, and compacted to at least 95 percent maximum density, determined using ASTM D 1557 (Modified Proctor). The procedure to achieve proper density of a compacted fill depends on the size and type of compacting equipment, the number of passes, thickness of the layer being compacted, and certain soil properties. In areas where the size of the excavation restricts the use of heavy equipment, smaller equipment can be used, but the soil must be placed in thin enough layers to achieve the required relative compaction. Temporary Excavations and Temporary/Permanent Slopes We anticipate that excavations for the building construction will be about 3 feet. However, excavations up to about 7 and 8 feet may be needed for the utility construction. In general, we anticipate excavations to encounter loose to medium dense fill and dense glacial till. All temporary excavations should be performed in accordance with Part N of WAC (Washington Administrative Code) 296-155. The contractor is responsible for maintaining safe excavation slopes and/or shoring. Excavations more than 4 feet deep should be properly shored or sloped. For planning purposes, it is our opinion that temporary excavations may be sloped as steep as lH: 1 V in the fill and Y2H: 1 V or flatter in the till. 14-05216204 -114lh Ave SE Rpl 7 PanGEO, Inc. Geotechnical Engineering Report Proposed Short Plat and Development: 16204 -I 14th Avenue SE, Renton, WA June 24, 2014 The temporary excavations and cut slopes should be re-evaluated in the field during construction based on actual observed soil conditions, and may need to be flattered in the wet reasons. The cut slopes should be covered with plastic sheets in the raining season. We also recommend that heavy construction equipment, building materials, excavated soil, and vehicular traffic should not be allowed within a distance equal to 113 the slope height from the top of any excavation. Permanent cut and fill slopes should be graded no steeper than 2H: 1 V. Erosion control measures such as erosion-control mats and/or vegetation's should be applied to the permanent slopes as soon as feasible. Construction Dewatering Because perched groundwater seepage was encountered at I to 5 feet below the existing grade in the test pits during our field exploration, the contractor should be prepared to provide construction dewatering systems in the wet season. Based on our understanding of the project and site conditions, we anticipate that a conventional dewatering system consisting of sumps and pumps will be adequate to dewater the temporary excavation. SEISMIC DESIGN PARAMETERS The Table 1 below provides seismic design parameters for the site that are in conformance with the 2012 edition of the International Building Code (IBC), which specifies a design earthquake having a 2% probability of occurrence in 50 years (return interval of 2,475 years). The spectral response accelerations were obtained from the USGS Earthquake Hazards Program's Seismic Design Maps and Tools website for the project latitude and longitude. Table 1 -Summary Seismic Design Parameters per 2012 IBe Spectral Spectral Design Spectral Acceleration at Acceleration Site Coefficients Response Site Class 0.2 sec. (g) at 1.0 sec. (g) Parameters Ss St F, Fv Sos Sot D 1.402 0.523 1.0 1.50 0.935 0.523 14-052 16204 -114th Ave SE Rpt 8 PanGEO, Inc. Geotechnical Engineering Report Proposed Short Pial and Development: 16204 -I 14th Avenue SE, Renton, WA June 24,2014 BUILDING FOUNDA nONS Foundation Type and Allowable Bearing Pressure Based on the subsurface conditions encountered at the site and our understanding of the project development, it is our opinion that the proposed single-family buildings may be supported on conventional spread and continuous footings bearing on the native till and/or on newly placed structural fill on native till. Any topsoil/fill below the footings should be over-excavated and backfilled with compacted structural fill. We anticipate that over- excavation on the order of I to 2 feet may be needed in some areas to reach bearing soil. We recommend that an allowable soil bearing pressure of 2,500 pounds per square feet (pst) be used for sizing the footings. The recommended allowable bearing pressure is for dead plus live loads. For allowable stress design, the recommended bearing pressure may be increased by one-third for transient loading, such as wind or seismic forces. Continuous and individual spread footings should have minimum widths of 18 and 24 inches, respectively. Footing Embedment Exterior footings should be placed at a minimum depth of 18 inches below final exterior grade. Interior spread foundations should be placed at a minimum depth of 12 inches below the top of slab. Foundation Performance Footings designed and constructed in accordance with the above recommendations should experience total settlement of less than one inch and differential settlement of less than Y2 inch. Most of the anticipated settlement should occur during construction as dead loads are applied. Lateral Resistance Lateral loads on the structures may be resisted by passive earth pressure developed against the embedded faces of the foundation system and by frictional resistance between the bottom of the foundation and the supporting subgrade soils. For footings bearing on the dense native soil or compacted sand/structural fill, a 'bctional coefficient of 0.35 may be used to evaluate sliding resistance developed between the concrete and the compacted sub grade soil. Passive soil resistance may be calculated using an equivalent fluid weight of 14-052 16204 -114th Ave SE Rpt 9 PanGEO, Inc. Geotechnical Engineering Report Proposed Short Plat and Development: 16204 - I 14th Avenue SE, Renton, W A June 24, 2014 300 pcf, assuming properly compacted structural fill will be placed against the footings. The above values include a factor of safety of 1.5. Unless covered by pavements or slabs, the passive resistance in the upper 12 inches of soil should be neglected. Perimeter Footing Drains Footing drains should be installed around the perimeter of the buildings, at or just below the invert of the footings. Under no circumstances should roof downspout drain lines be con- nected to the footing drain systems. Roof downspouts must be separately tightlined to appropriate discharge locations. Cleanouts should be installed at strategic locations to allow for periodic maintenance of the footing drain and downspout tightline systems. Footing Excavation and Subgrade Preparation All footing excavations should be trimmed neat and footing subgrades should be carefully prepared. Any loose or softened soil should be removed from the footing excavations. The footing subgrade may need to be recompacted to a dense, unyielding condition using a jumping jack or other heavy compaction equipment, prior to form setting and rebar placement. The adequacy of footing subgrade should be verified by a representative of PanG EO, prior to placing forms or rebar. If the on-site native sandy soil is still loose and yielding after re-compaction, they should be over-excavated to expose the bearing soil. The over-excavation should be backfilled with compacted structural fill or lean-mix concrete. The over-excavation width should extend at least one-half the over-excavation depth beyond the edge of footing. CONCRETE SLAB ON GRADE FLOORS Concrete slab-on-grade floors may be used for the project and should be supported on on- site silty sand compacted to a firm and unyielding condition or on newly placed structural fill. Any loose/soft soil at the slab subgrade level should be over-excavated to expose firm/dense soil and backfilled with compacted structural fill. Slab-on-grade floors should be underlain by a capillary break consisting of at least of 4 inches of Y..-inch, clean crushed rock (less than 3 percent fines) compacted to a firm and unyielding condition. The capillary break should be placed on subgrade that has been compacted to a dense and unyielding condition. A 10-mil polyethylene vapor barrier should 14-05216204-114thAveSERpt 10 PanG EO, Inc. Geotechnical Engineering Report Proposed Short Plat and Development: 16204 - 1 14th Avenue SE, Renton, WA June 24, 2014 also be placed directly below the slab. We also recommend that control joints bc incorporated into the floor slab to control cracking. Underslab Drains -Based on our test pits at thc site, perched groundwater seepage may be present near the proposed finished floor elevations. As such, we recommend installing an under-slab drainage system below the slab-on-grade floor. The under-slab drainage system should consist of 4-inch diameter perforated drainpipes placed in narrow (one foot or less), approximately 18-inch deep trenches (measured from the bottom of slab) spaced no more than about 20 feet apart. The under-slab drain trenches should be backfilled with clean, free-draining 3/8 inch minus pea gravel. Water collected in these drainpipes should be discharged to an appropriate outlet. CONCRETE RETAINING AND BASEMENT WALLS Retaining and basement walls, if needed, should be properly designed to resist the lateral earth pressures exerted by the soils behind the wall. Proper drainage provisions should also be provided behind the walls to intercept and remove groundwater that may be present behind the wall. Our geotechnical recommendations for the design and construction of the retaininglbasement walls are presented below. Lateral Earth Pressures Concrete cantilever walls should be designed for an equivalent fluid pressure of 35 pcI' for level backfills behind the walls assuming the walls are free to rotate. If walls are to be restrained at the top from free movement, such as basement walls, equivalent fluid pressures of 45 pcf should be used for level backfills behind the walls. Walls with a maximum 2H: I V backslope should be designed for an active and at rest earth pressure of 45 and 55 pcf, respectively. Permanent walls should be designed for an additional uniform lateral pressure of 7H psf for seismic loading, where H corresponds to the buried depth of the wall. The recommended lateral pressures assume that the backfill behind the wall consists of a free draining and properly compacted fill with adequate drainage provisions. 14-05216204 - I 14th Ave SE Rpt II PanG EO, Inc. Geotechnical Engineering Report Proposed Short Plat and Development: 16204 - I 14th Avenue SE, Renton, WA June 24, 2014 Surcharge Surcharge loads, where present, should also be included in the design of retaining walls. We recommend that a lateral load coefficient of 0.3 be used to compute the lateral pressure on the wall face resulting from surcharge loads located within a horizontal distance of one-half wall height. Lateral Resistance Lateral forces from seismic loading and unbalanced lateral earth pressures may be resisted by a combination of passive earth pressures acting against the embedded portions of the foundations and by friction acting on the base of the foundations. Passive resistance values may be determined using an equivalent fluid weight of 300 pef. This value includes a factor of safety of 1.5, assuming the footing is poured against dense native sand, re-compacted on- site sandy soil or properly compacted structural fill adjacent to the sides of footing. A friction coefficient of 0.35 may be used to determine the frictional resistance at the base of the footings. The coefficient includes a factor safety of 1.5. Wall Drainage Provisions for wall drainage should consist of a 4-inch diameter perforated drainpipe behind and at the base of the wall footings, embedded in 12 to 18 inches of clean crushed rock and pea gravel wrapped with a layer of filter fabric. A minimum 18-inch wide zone of free draining granular soils (i.e. pea gravel or washed rock) is recommended to be placed adjacent to the wall for the full height of the wall. Alternatively, a composite drainage material, such as Miradrain 6000, may be used in lieu of the clean crushed rock or pea gravel. The drainpipe at the base of the wall should be graded to direct water to a suitable outlet. The exterior of all basement walls should be protected with a damp proofing compound. We also recommend the designers consider utilizing a waterproofing material, such as prefabricated clay mats, on the exterior of all below grade walls to reduce the potential for moisture intrusion into the below-grade portion of the building. Wall Backfill In our opinion, the relatively clean on-site sandy soil may be re-used as wall backfill. Imported wall backfill, if needed, should consist of granular material, such as WSDOT 14-052 16204 -114th Ave SE Rpt 12 PanGEO, Inc. Geotechnical Engineering Report Proposed Short Plat and Development: 16204 -I 14th Avenue SE, Renton, W A June 24, 2014 Gravel Borrow or approved equivalent. In areas where the space is limited between the wall and the face of excavation, pea gravel or clean crushed rock may be used as backfill without compaction. Wall backfill should be moisture conditioned to within about 3 percent of optimum moisture content, placed in loose, horizontal lifts less than 8 inches in thickness, and systematically compacted to a dense and relatively unyielding condition and to at least 95 percent of the maximum dry density, as determined using test method ASTM D 1557. Within 5 feet of the wall, the backfill should be compacted with hand-operated equipment to at least 90 percent of the maximum dry density. WET WEATHER EARTHWORK In our opinion, the proposed site construction may be accomplished during wet weather (such as in winter) without adversely affecting the site stability. However, earthwork construction performed during the drier summer months likely will be more economical. Winter construction will require the implementation of best management erosion and sedimentation control practices to reduce the chance of otT-site sediment transport. Some of the site soils contain a high percentage of fines and are moisture sensitive. Any footing subgrade soils that become softened either by disturbance or rainfall should be removed and replaced with structural fill, Controlled Density Fill (CDF), or lean-mix concrete. General recommendations relative to earthwork performed in wet conditions are presented below: • Site stripping, excavation and subgrade preparation should be followed promptly by the placement and compaction of clean structural fill or CDF; • The size and type of construction equipment used may have to be limited to prevent soil disturbance; • The ground surface within the construction area should be graded to promote run-off of surface water and to prevent the ponding of water; Geotextile silt fences should be strategically located to control erosion and the movement of soil; • Structural fill should consist of less than 5% fines; and • Excavation slopes should be covered with plastic sheets. 14-052 16204 -114th Ave SE Rpt 13 PanG EO, Inc. Geotechnical Engineering Report Proposed Short Plat and Development: 16204 -I 14th Avenue SE, Renton, WA June 24, 2014 SURFACE DRAINAGE AND EROSION CONSIDERATIONS Surface runoff can be controlled during construction by careful grading practices. Typically, this includes the construction of shallow, upgrade perimeter ditches or low earthen berms in conjunction with silt fences to collect runoff and prevent water from entering excavations or to prevent runoff from the construction area from leaving the immediate work site. Temporary erosion control may require the use of hay bales on the downhill side of the project to prevent water from leaving the site and potential storm water detention to trap sand and silt before the water is discharged to a suitable outlet. Permanent control of surface water should be incorporated in the final grading design. Adequate surface gradients and drainage systems should be incorporated into the design such that surface runoff is directed away from structures. Potential problems associated with erosion may also be reduced by establishing vegetation within disturbed areas immediately following grading operations. Water form roof drains should be properly collected and discharged. ADDITIONAL SERVICES To confirm that our recommendations are properly incorporated into the design and construction of the proposed project, PanGEO should be retained to conduct a review of the final project plans and specifications, and to monitor the construction of geotechnical elements. The City of Renton, as part of the permitting process, will also require geotechnical construction inspection services. PanGEO can provide you a cost estimate for construction monitoring services at a later date. We anticipate that the following additional services will be required: • Review final project plans and specifications • Monitor excavations and site stability • Verify adequacy offoundation bearing • Verify subsurface drainage installation (i.e. footing drains) • Verify structural fill compaction • Review of erosion control measures during construction • Other consultation as may be required during construction 14-05216204 -114th Ave SE Rpt 14 PanGEO, Inc. Geotechnical Engineering Report Proposed Short Plat and Development: 16204 -114'h Avenue SE, Renton, W A June 24, 2014 Modifications to our recommendations presented in this report may be necessary, based on the actual conditions encountered during construction. CLOSURE We have prepared this report for use by Limelite Development and the project design team. Recommendations contained in this report are based on a site reconnaissance, a subsurface exploration program, a review of pertinent subsurface information, and our understanding of the project. The study was performed using a mutually agreed-upon scope of work. Variations in soil conditions may exist at locations away from the explorations. The nature and extent of the soil variations may not be evident until construction occurs. If any soil conditions are encountered at the site that are different from those described in this report, we should be immediately notified to review the applicability of our recommendations. Additionally, we should also be notified to review the applicability of our recommendations ifthere are any changes in the project scope. The scope of our work does not include services related to construction safety precautions. Our recommendations are not intended to direct the contractors' methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. Additionally, the scope of our work specifically excludes the assessment of site environmental characteristics, particularly those involving hazardous substances. We are not mold consultants nor are our recommendations to be interpreted as being preventative of mold development. A mold specialist should be consulted for all mold-related issues. This report has been prepared for planning and design purposes for specific application to the proposed project in accordance with the generally accepted standards of local practice at the time this report was written. No warranty, express or implied, is made. This report may be used only by the client and for the purposes stated, within a reasonable time from its issuance. Land use, site conditions (both off and on-site), or other factors including advances in our understanding of applied science, may change over time and could materially affect our findings. Therefore, this report should not be relied upon after 24 months from its issuance. PanGEa should be notified if the project is delayed by more than 24 months from the date of this report so that we may review the applicability of our conclusions considering the time lapse. 14-052 16204 -114th Ave SE Rpt 15 PanGEa, Inc. Geotechnical Engineering Report Proposed Short Plat and Development: 16204 -114th Avenue SE, Renton, WA June 24, 2014 It is the client's responsibility to see that all parties to this project, including the designer, contractor, subcontractors, etc., are made aware of this report in its entirety. The use of information contained in this report for bidding purposes should be done at the contractor's option and risk. Any party other than the client who wishes to use this report shall notify PanGEO of such intended use and for permission to copy this report. Based on the intended use of the report, PanGEO may require that additional work be performed and that an updated report be reissued. Noncompliance with any of these requirements will release PanGEO from any liability resulting from the use this report. Please call if there are any questions on this report. Sincerely, Michael H. Xue, P.E. Siew L. Tan, P.E. Senior Geotechnical Engineer Principal Geotechnical Engineer Enclosures: Figure I Figure 2 Appendix A: Figure A-I Vicinity Map Site and Exploration Plan Summary Test Pit Logs Figures A-2 thru A-6 Terms and Symbols for Boring and Test Pit Logs Logs of Test Pits TP-I through TP-5 14-05216204 -114th Ave SE Rpt 16 PanGEO, Inc. Geotechnical Engineering Report Proposed Short Plat and Development: 16204 -114'h Avenue SE, Renton, W A June 24, 2014 REFERENCES Booth, D. B., Troost, K. A., and Wisher, A. P., 2007, The Geologic Map of King County, Washington: scale 1: 100,000. City of Renton, 2012; Sensitive Area Map: City of Renton. International Code Council, 2012, International Building Code (lBC). Schasse, Henry W.; Kaler, M. Lorraine; Eberle, Nancy A.; Christie, Rebecca A., 1994; The Washington State coal mine map collection--A catalog, index, and user's guide: Washington Division of Geology and Earth Resources Open File Report 94-7, 109 p. WSDOT, 2014, Standard Specifications for Road, Bridges, and Municipal Construction. 14-05216204 -114th Ave SE Rpt 17 PanG EO, Inc. "'3rd Sl :m ~I <$I' . s c~' " \\.~ - Not to Scale - J , i5 " !If '\\"-;'\ a. .. ,. ;§ ~ ,-- ) • ' ? SE>" n \~ Project Location SE I 68th 51 .. "SE Petr()V1!sky AO '" 3' ,.. :i S~ 184th 51 SE 13E;tto 51 'i\ "" ~. 3 1> Nf ElII1 51 NE 6th 51 ;j ~ . N£4t" 51 - NE 2nd 5! Note: Basemap obtained and modified from Google Maps. VICINITY MAP Proposed Short Plat and Development 16204 -114th Ave SE Renton, WA Project No 14.052 u: • '" ~ ~ '-----./ ;.:; ~'.' Legend: ~ ~ ~ ~' i- ~ PanGEO Test Pit TP-1 . >---A.~ ----~~--~--~S~E~1~6;2N~D;~~~ET~--~--~~~-~~~--~------------~-------~ __ -_("2r .z:: .. S88'29·39"E 730.79' .-----{<iJ2}--- Property Line --0 -,.P::3 . ' " -..J ~ '; ~ ~ Drawing based on Site Survey by GeoDimentions, dated Jan 20, 2014. Approx, Scale 1"=30' PanGE@ ,.COIIPO."T.D Proposed Short Plat and Development 16204 -114th Ave SE Renton, Washington SITE AND EXPLORATION PLAN Pro:,ect No FI;Ju~ NIl 14-052 APPENDIX A SUMMARY TEST PIT LOGS RELATIVE DENSITY / CONSISTENCY SAND/GRAVEL SILT / CLAY De nsity SP T App rox . Relat ive Co nsiste ncy SP T Approx . Undrained Shear N·values Densily (%) N-va lues Slre nglh (psn Very Loose <4 <15 Very So ft <2 <25 0 Loose 4 to 10 15 ·35 Soft 2104 250 ·500 Med . Dense 1010 30 35·65 Med. Stiff 4 t08 500 ·1000 Dense 30 1050 65 ·85 Sl iff Bta 15 • 1000·2000 Very Dense ,50 85 ·100 Very St iff • 15 1030 2000·4000 • • Hard ,30 >4000 UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP DESCRIPTIONS Grave l 50% or more of the coarse fraction re ta ined an the #4 sicve. Usc dua l sym bol s (eg GP-GM) for 5% \0 12% fines. Sa nd 50% or more of the coarse fract ion passi ng the 14 sieve Usc dua l symbo ls (eg. SP-SM) for 5%to 12%fincs : GRAVE L «5% fine s) GRAVEL (>12% fines) SAND «5% fines) SAND (>12% fines) ·a;. GW. We ll 'graded GR AVE L ~ .~~.l.:~~~~~~~~~~~:~~:?:~~~:~~ ... GM : Silly GRAVEL GC. Clayey GRAVEL SW . We ll ·graded SAND ....................... SP: Poorly -graded SAND ......................... SM : Si lly SAND SC: Clayey SAND , .................................. 1*1 ......................................... . ML : SILT liqUid Limit < 50 Silt and Clay 50%or more pass ing '200 sieve Liquid Limit > 50 CL • Lea n CLAY OL : Organic SILT or CLAY ........................... MH: Elastic SI LT CH : Fal CLAY Hig hly Organ ic So ils OH: Organic SILT or CLA Y ...... ~~, PT : PEAT Notes: ~odT~~~et~~rf~~ou~~fo~~o~~i c~;~Tfi~a~tfo~scsrs\i~~S(eSsC~?~/~~~:In~~~~~:~ol~~;r~:b~d t~es~~s hUas~~~~:xste m conduc\ed (~s noted in the 'Other Tests' colu mn), unit descr iptions may include a classification. Please refe r to the diSCUSSions In the repo rt text for a more comp le te descript ion of the subs uriace conditions bt h~~:y~ggr~CrriX;g~l~s~de~h~~fi~l~r~~~~~~li~~~~n~i~~t~~~~~sd t~~~1 ~;Xsrif~een~~ ~~ ~huea~~~~tii~~~rSmate ri a l s DESCRIPTIONS OF SOIL STRUCTURES La ye red: Units of material distingu ished by color and /o r Fiss ured: Breaks along defined planes co mposit ion from ma terial uni ts above and be low Slicken sided: Frac ture planes that are po li shed or glossy Laminat ed: Layers of soil typically 0.05 to 1 mm thick , ma x. 1 cm Blocky: Angula r soil lumps that res ist breakdown Lens: Layer of so il that pinches ou l latera ll y Disrupted : Soil that is broken and mixed Inter layered: Alternating layers of differing so il ma ter ial Scattered: Less than one per foot Pocket Erratic, discontinuous de posit of limited exten t Num erous: More than one per foot Homoge neous : Soil wi th uniform co lor and com positi on th rougho ut BCN , Angle betwee n b~di ng plane and a pla ne normal to core aXIs COMPONENT DEFINITIONS COMPONENT SIZE I SIEVE RANGE COMPONENT SIZE / SIEVE RANGE Boulder : Cobb les: Gra ve l > 12 inches 3 to 12 inches Coa rse Gravel : 3 to 3/4 inches Fine Grave l: 3/4 inches to #4 sieve PanGE~ INCORPORA Phone: 206 .262.0370 Sa nd Coarse Sa nd: #410 #10 sieve (4.5 to 2.0 mm) Medium Sa nd: #1010 #40 sieve (20 to 0.4 2 mm) Silt Clay Fin e Sa nd: #40 to #200 sieve (0.42 to 0.074 mm ) 0.074 to 0.002 mm <0 .002 mm Terms and Symbols for Boring and Test Pit Logs TEST SYMBOLS for In Situ an d Laboratory Tests listed in "Other Tests " col umn . ATT Atte rberg limit Test Camp Co mpa ction Tesls Co n Co nsolidation DD Dry Dens ity DS Direct Shea r %F FinesCon lent GS Grain Size Perm Pe rmeab ili ty pp Pocke t Penetrometer R-va lue SG Specific Gravity TV Torva ne TXC Triax ial Compress ion UCC Unconfined Compressio n SYMBOLS Sa mpl ell n Situ te st types and int erva ls f\7l 2-in ch 00 Sp li t Spoon , SP T ~ (140-lb . hammer , 30 ' drop ) ~ 3.25-i nch 00 Spil t Spoon ~ (300-l b hammer , 30" drop ) Il Non -standard penetratio n [J test (see bo ring log for deta il s) I Thin wall (She lby) lu be ~ Grab [] Rock core m Vane Shea r MONITORING WELL 'Sl Gro undwa ter Leve l at time of drilli ng (ATD ) ~ Static Groun dwate r Lev el ~~:~ MOISTURE CONTENT Dry Dusty , dry to the touch Moi st Damp but no visible wate r Wet Visible free water Figure A-1 Test Pit No. I Approx im ate ground surface elevation (feet): 480 Surface Cond iti ons: Sod Location: NW ure 2) Depth (ft) Material Description 0 -2 8 to 12 inches of sod over loose to medium dense, moist, brown si lty SAND (SM); trace grave l and occasiona l organics (Topsoil/Fi ll) -Moderate to heavy groundwater seepage at 2 feet (perched roundwater) 2 -7 Medium dense to dense, moist to wet, tan-gray, grave ll y si lty SAND (SM); to of unit is weathered, iron oxide stained (Ti ll-Like De osits) 7 -8 Very dense, moist, gray, cemented SAND; (Sandstone) Plate I below shows TP-I at approximately 8-feet in depth TP-2 was terminated approximately 8 feet below ground surface . Perched groundwater was observed at 2 feet at the time of the excavation. 14-052 16204 -114th A YC S E Rpt A-2 PanG EO, Inc. -------------------- Test Pit No.2 Approximate ground s urface e levation (feet): 4 8 1 Surface Condition s : Sod Location: NE corner of the s ite (see Fi ure 2) Depth (ft) Material Description 0 -5 6 to 8 inches o f sod over loose to m e dium den se , moi st, dark brown , s ilty SA N D/sandy SILT (SM/ML); grave l and occasiona l o rgan ic s (Topsoil/Fi ll) -Moderate to heavy groundwater see page a t II', to 5 feet (perched round water) 5 -8 Medium dense to dense, moist to wet, tan-gray, gravell y si lt y SAND (SM); top of unit is weathered, iron oxide stained (Till-Like Deposits) -At 7 feet. inter-beds of coal and till-like so il Plate 2 below shows TP-2 at approximate ly 8-feet in depth. Moderate caving was observed from arou nd I 1', to 5 fe e t. TP-2 was terminated approx im ate ly 8 feet below ground s urface. Pe rched g roundwate r was observed from 11'2 to 5 feet at th e tim e of th e excavation. 14 -052 16 2 04· 114111 Ave SE Rpl A-3 PanGE(), Inc. Test Pit No.3 Approx im ate ground surface elevation (feet): 481 Surface Conditions: Sod Location: South onion of the site (see Fi ure 2) Depth (ft) Material Description 0 -3 8 inches of sod over loose, moist, gray-brown si lty SAND (SM); occasiona l grave l and organ ics (Topsoil/F ill ) -Groundwater see age at I to 3 feet ( erc hed ,roundwater) 3 -7 Dense, moist, tan-gray, grave ll y si lt y SAND (SM); top of unit is weathered, iron oxide sta in ed (Till-Like De osits) Plate 3 below shows TP-3 at approx im ate ly 7-feet in depth. Moderate caving was observed from around I Yz to 3 feet. TP-3 was terminated approximate ly 7 feet below ground surface. Perched groundwater was observed from I to 3 feet at the time of the excavation. 14-05 2 16204 - I 14th Ave SE Rpt A-4 PanG EO, Inc. Test Pit No.4 Approximate g round surfac e e levation (feet): 481 y, S urface Co ndition s: Sod Location: NE of th e hou se (see Fioure 2) Depth (ft) Mate rial De scription 0 -1 8 inch es of sod over loo se to me dium d en se, m oist, dark brown , s ilty SAND/sandy SILT (SM/ML); g ra ve l and occasiona l organ ics (To so il/Fill) 1 -8 Medium den se to den se, moi st to wet, tan-gray, g ra ve ll y si lt y SAND (SM); top of unit is weathered, iron oxide stai ned, w ith wet sand seams (Till-Like Deposits) -Groundwater seepage at I to 3 leet (perched groundwater) -From 4 to 8 leet, inte r-b e ds of coal and till-like so il Plate 4 below sho ws TP-4 at approx im ately 8-feet in d e pth . Plate 5 bel ow sho ws coa l ex cavated at around 6-feet in d e pth. TP-4 was terminated approximate ly 8 leet be lo w gro und surfac e . Pe rch e d g roundwater was observed from I to 3 leet at the ti me 0 I' the excavat ion_ 14-052 16204 -I 14th i\ ve SE R pt A -5 PanG EO , Inc. Test Pit No.5 Approximate g round surface e levation (feet): 480 Surface Condition s: Sod Lo cation: SW ortion of the s ite (see F i ure 2) Depth (ft) Material Description 0 -1 12 inches of loose, moi st, gray-brown silty SAND (SM); occasional gravel and organics (To psoi l) -Moderate to heavy gro undwater seepage at I to 3 feet (perched gro und water) -To the so uth of the tes t pit , an area drain was o bserved at a depth of around 3 feet I -7'12 Medium dense to den se, moi st, tan-gray, grave lly s ilty SAND (SM); to of unit is weathered, iron oxide stai ned (Till-Like De osits) Plate 6 below shows TP-3 at approximately 7-feet in d epth. Moderate caving was observed from around I to 3 feet on south s id e of excavatio n. TP-5 was tenninated approximately 7 V, feet be low ground s urface . Perched groundwater was observed from I to 3 feet at the time oCthe excavation. Date of Test Pit excavations: March 19 ,2014 Test Pits Logged by: NE R 14-052 16 204 -I 14th Ave SE RPl A-6 PanG EO, Inc.