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HomeMy WebLinkAboutMisc1 505 NW MALL STREET, ISSAQUAH, WA 98027 PH: (425) 837-8083 Fx: (425) 837-0583 CONTACTUS@GEDDATUM .COM King County, Washington RECEIVED .JUL I 2 2007 KING COUNTY LAND USE SERVICES Technical Information Report rn u.i ci ci For: Malhi 7-Lot Short Plat American Asian Construction, LLC. 9501 South 207th Place Kent, WA 98031 GeoDatum Project No. 2005-294 !_~IRS2 .lZJ?If I (J] , I ... I Prepared by: Mark X, Plog, PE, PLS MALHI 7-LOT SHORT PLAT -TIR. 7/6/2007 Revisions: Date Description ~ PAGE'. 1 OF 2::3 I Table of Contents Section 1 -Project Overview Section 2 -Conditions and Requirements Summary Section 3 -Off-site Analysis Section 4 -Flow Control and Water Quality Facility Analysis and Design Section 5 -Conveyance System Analysis and Design Section 6 -Special Reports and Studies Section 7 -Other Permits Section B -CSWPPP, TESC Analysis and Design Section 9 -Bond Quantities, Facility Summaries, and Declaration of Covenant Section 10 -Operations and Maintenance Manual Appendix A-KC Hearing Examiner Report and Decision f :J~~oDatum,"' Appendix B -Bond Quantity Worksheet, Facility Summary and Declaration of Covenant MALHI 7~LaT SHORT PLAT · TIR 7/6/20CJ7 PAGE 2 D~ 2::3 I f.:JGeoDatum"' TECHNICAL INFORMATION REPORT (TIR) WORKSHEET , , l'RO.IEC I 0\\ '\ ER \'\D I ARI I l'R0.11:CI Ei'iGl'\EER Project Owner: Harry Bapla, American Asian Construction Address Phone 9501 South 207" Place, Kent, WA 98031 425-837-8083 Project Engineer: Cheryl Girard, PE P.\RI 3 T\ PE 01· l'ER\11 r ,\l'l'LIC.\ I ION r· Subdivision W Short Plat W Grading I Commercial W Other I' \RI 2 l'RO.JECT I.OC.\'1101' . AND DI·.SCIHl'rlON Project Name: Malhi Short Plat Location: 19406 116'" Ave. SE, Renton Township: 23N Range: 05E Section: NE~ 32 l'AIU 4 (HIIER RE\ IL\\ S .\ND l'Unll'I S 1 DFW HPA r Shoreline M anagement 1 COE 404 1 Rockery 1 DOE Dam Safety W Structural Vaults 1 FEMA Floodplain 1 Other 1 COE Wetlands P\RI 5 SIII.CO\J\ll:\11\ .\:\I) DR \l'\\Gl·. B\SI'\ Community Soos Creek Drainaile Basin Black River/Soos Creek I' \IU 6 Srt E CII \R \CI EIHS'I ICS I River r Stream r· Critical Stream Reach I Depressions/Swales r Lake 1 Steep Slop es I' \RI 7 SOILS Soil Type Alderwoods (AgB) 1 Additional Sheets Attached MALHI 7-LOT SHORT PLAT TIR 7/6/2007 Slopes 0-6% 1 Floodplain r-Wetlands Category lI buffer 1 Seeps/Spring; I High Groundwater Table I Groundwater Recharge I Other Erosion Potential Moderate Erosive Velocities 3 FPS PAGE 3 OF 23 , JG1wDatum,"' TECHNICAL INFORMATION REPORT (TIR) WORKSHEET PART 8 DE\'FLOP'.\ILN r U\IIT.\TIONS REFERENCE LIMIT A Tl ON/SITE CONSTRAINT ', !_ Downstream Analvsis I Additional Sheets Attached I\\R r 9 !:SC REQUIRE\IEN'I S MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION : Sedimentation Facilities ~ Stabilized Construction Entrance ~ Perimeter Runoff Control I Clearing & Grading Restrictions ~ Cover Practices r;i Construction Sequence 1 Other !'AR I 10 SURF \CE\\ \ I 1-,R S\ S n,~J I Grass Lined Channel I Tank l,i Pipe System [,i Vault I-Open Channel I Energy Dissipater 1 Dry Pond I Wetland r-· Wet Pond 1 Stream ' ' ' MINIMUM ESC REQUIREMENTS AFTER CONSTRUCTION l;;i Stabilize Exposed Surface ~ Remove and Restore Temporary ESC Facilities l,i Clean and Remove All Silt & Debris I Ensure Operation of Permanent Facilities ~ Flag Limits of SAO and Open Space Preservation Areas ,-Other Infiltration Depression Method of Analysis: Flow Dispersal KCRTS r-Waiver r Regional Detention Brief Description of System Operation: Surface flow will be collected in a series of catch basins and pipe then conveyed to an underground combination detention and water quality vault Facility Related Site Limitations Reference I Facility I l'.\R I 11 SI IU (' I l R \L \:\ \L\ SIS f,i Cast in Place Vault ,-Retaining Wall I Rockery > 4' High r Structural on Steep Slope I Retaining Wall I Limitation I l'.\R I 12 L \SE\IE:\ I SI IR \CI S r Drainage Easement I Access Easement I Native Growth Protection Easement f,i Tract 1 Other Part U SI(;!',\ I l RI 01 PIHH 1-.SSIO:\ \LI· :\(;1:\1:ER MALHI 7-L.OT SHORT PLAT · Tli::! 7/6/2007 PAGE 4 OF 23 Section 1 -Project Overview The proposed Malhi Short Plat consists of approximately 47,969 square feet (1.1 acres) of land located at 18311-1161 " Avenue SE. This proposed project consists of subdividing an existing single family parcel (Tax Parcel# 322305-9014) into 7 lots total through the King County Short Subdivision Process. The existing parcel is zoned R-8-SO. The project site is located in the NE Quarter of Section 32, Township 23 N, Range 5 E, WM, King County, Washington and is shown on the vicinity map below. <ill) "' ~ j ~ ;:; "' I • ~ • < ? g . ~l' ·sis: SI ~ f' sE 11am St ~ "' " ~ F SE 1801)', S: ~ "' . 'ti, I[ 5 SE 17~ .. S. l ...: -~ ~ SE 137 .. ,1 st~ " ,; ~ ~ ~ i St 1&1r, Pi SE 192nd SI S[ 1 U:,c• s, -SE 192nd St .. " :,, "'" La, The existing rectangular shaped lot consists of a residential home, detached garage and gravel driveway providing access to 1161 " Ave. S.E. The site gently slopes (10 percent max.) from west to east to a roadside ditch system along the west side o/1161 " Ave. SE. The existing lot currently consists mainly of overgrown grass lawns and small orchard located in the rear yard. MALHI ?~LoT SHORT PLAT · TIR 7/5/2007 F'AGE 5 OF 23 The soils on the site are mapped per King County Soils Survey as Alderwood soils (AgB), see soils map below. Alderwood soil is classified as moderately well drained gravelly sandy loam, SCS Hydrologic Soil Group C and for the purpose of KCRTS modeling, Till. ' -.. l : : '. • . . l ... j. '1= :1: • • • ' ... • • • • I • •• • --"--..L._. · .. ......... ... ~ • • • 11 • . '. • • • • • • • • • . .. • • \I \ • •\. ) . 1 · .. Ag8 00 : Ar18 i • • •• ... I•• • • • . .. •' •• •• • • • • • • .HAVES• AlJer-ood gravelly san~v-!oar., 0 to 6 percent ~ (AgB),··Thi< soil lS noa:lr level and undulatin~. It is Sil:lilar to Alder.-ood ~ravel ly S3.!1dy loa::i, 6..,...to 1S per-cent 5lcryes, but ir:. pla~cs its surface h·.'er is : to :;. inchc~ thlcler. Areas arc i rro"ul ar in sh:1.pc and range froa 10 ~c. ro:s to sli&htl)' ~ore than 600 acres in si:e. Some areas are as :m1ch as 15 percenr. included Nono:i, Bel!in0h,..,, Tu,wila, :inu Shalcar ,oil,, all of "1\ich are ;:uurly drained; and so:ie areas in the vicinity of Enum.: l.n,• .1rc ,:as :ruct: a5 10 pcrl.'.:cnt Buckley soils. Runoff i$ 5lo..., ar.J the erosion h~:arJ i1 slight. Thi~ ;..1W.:1•00J. soil D uscJ. for ti1rJ:er. p.1sture-, b-t!'rric", ,ual ro 1,, crops 1 :1n1.l for arhan dC\.'Clopncnt. Capah i l i tr un, t 1 \"e-c; soo<l l Jnc lilnx,p 3J2. MALHI ?·LOT SHORT PLAT -TIR 7/6/2007 PAGE: 6 01' 23 f :JGeoDatum," Section 2 -Conditions and Requirements Summary The following summary describes how this project will meet the eight "Core Requirements" and the "Special Requirements" that apply: Core Requirements 1. Discharge at the natural location: This site currently drains to an existing road side ditch located along 1161h Avenue SE. The drainage system for this project will discharge to the existing location. 2. Off-site Analysis: A Level 1 off-site analysis was completed for this project and is included in this submittal. 3. Flow control: The proposed detention/wet vault is sized to meet Conservation Flow Control requirements per the 2005 KCSWDM using the KCRTS program. This requires level 2 flow control with pre-developed conditions for the site modeled as till forest, the historic land cover. 4. Conveyance system: Flows will be conveyed using catch basins and tight line culverts. 5. Erosion and sedimentation control: TESC measures are shown on the engineering plans submitted with this TIR. 6. Maintenance and Operations: Maintenance and Operations procedures are included in Section 10 of this TIR. 7. Financial guarantees and liability: The applicant or the Contractor will provide bonds for performance and maintenance based upon the information included on the Bond Quantity Worksheet provided in Section 9 of this TIR. 8. Water Quality: The new impervious surface area subject to vehicular traffic is greater than 5,000 square feet for this project. As a result, water quality treatment is required. Water quality is to be provided with a detention/wet vault and sized according to Basic Water Quality Treatment requirements per the 2005 KCSWDM. Special Requirements 1. Other adopted area-specific requirements: Conservation Flow Control has been provided. 2. Floodplain/Floodway delineation: Not applicable. 3. Flood protection facilities: Not applicable. 4. Source controls: Not applicable. 5. Oil Control: Not applicable. Section 3 -Off-site Analysis This Level 1 Downstream Analysis is submitted as required by Core Requirement #2, Section 1.2.2, of the 2005 KCSWDM. Core Requirement #2 requires a qualitative analysis of upstream and downstream drainage conditions with an initial project submittal. Task 1: Study Area Definition and Maps: See Section-1 Project Overview of this report for a detailed Study Area Definition. MALHI 7-LOT SHOR"f PLAT· TIR 7/6/2007 F'AGE: 7 OF" 23 p JGeoDat~m''.' Task 2: Resource Review: A sensitive areas review shows no critical areas on or near the project site. The following is a Drainage Complaints and Sensitive Areas map for a Y. of a mile surrounding this property. Although there have been many drainage comments only one was due to conveyance problems. This complaint was made 10 years ago. See the drainage compliant table below. KING COUNTY WATER and LAND DIVISION-Drainage Services Section Complaint Search Printed, 07/06/2oos 3'57'°3 PM Compliant Number 1984-0298 1994-0144 C C Type Code Type of Problem FILL DRNG Address of Comments Problem 18504 112 IR A VE ILLEGAL NEAR: 17409 SE 126TH AVE 17925 116TH AVE POSS FILLING SE VIOL/ACT PLAT MORNINGG Tbros Page 686El 686El MALHI 7·LOT SHORT PLAT · TIR 7/6/2007 PAGE 8 OF 23 r:IGeoDatum,"' 1995-0200 C DITCH?S 18204 116TH AVE LACK OF 686El SE CONVEYANCE ON PVT PROPE 1996-2071 C FLDG 11828 SE 180TH INADEQUATE 686El ST CONVEYANCE OF OFFSITE FLO 1996-2071 R FLDG 11828 SE 180TH INADEQUATE 686El ST CONVEYANCE OFFSITE FLO 2001-0322 WQO 11631 SE 184TH APPARENT GREY 686El ST WATER DISCHARGE INT 2001-0322 WQC WQO 11631SEl84TH APPARENT GREY 686El ST WATER DISCHARGE INT 2001-0389 WQC WQI SE 180™ & 118TH POTENTIAL GRAY 686El AVE SE WATER DISCHARGE C 2001-0389 WQE WQI SE 180™ & 118TH POTENTIAL GRAY 686El AVE SE WATER DISCHARGE C 2001-0389 WQR WQI SE 180TH & 118TH POTENTIAL GRAY 686El AVE SE WATER DISCHARGE C 2002-034 C DDM 18524 114TH AVE SHEETFLOW ONTO 686El SE PROPERTY FROM UP 2002-0381 C DDM 11825 SE 184TH SOGGY AREA IN YARD 686El ST MAY BE THE RES 2005-0440 WQC WQDR 11447 SE 180TH DUMPING FROM RV 686El PL 2005-0468 WQC WQI 11700 SE 184TH 686El ST 2005-0491 C DCA 17830 116TH AVE FILLING/RE-GRADING 686El SE ON NEIGHBOR'S PROPERTY. INV DI 2006-0173 WQC WQDR 11447 SE 180TH RV LEA YING TRAIL OF 686El PL SEWAGE 2006-0173 WQR WQDR 11447 SE 180TH RV LEAVING TRAIL OF 686El PL SEWAGE Task 3: Field Inspection: A field observation of the site and Y. mile downstream conditions was performed on August 8, 2005. The weather was sunny and approximately 75 degrees. Field observations are noted under Task 4. Task 4: Drainage System Description and Problem Descriptions: Upstream: The site is located at a regional high point, therefore there is no upstream tributary area to the project site. Downstream: The downstream drainage system is shown in the photos and descriptions on the following pages: MALHI 7~LoT SHORT PLAT · Tl R! 7/6/2007 PAGE 9 0~ 23 Photo Photo 1 2 M ALH I 7 -L OT S HOR T P LAT TIR 7 /6 /200 7 Ge0 Datum1"' Description Runoff from project site flows from west to east to the roadside ditch along the west si de of 1161h Ave . SE .. Fro m ea st side of 1161 h Ave SE looking west at site . On-site e Runoff from sit( collected by the roadside ditch and conveyed north via 12" concrete culvert. From project site looking north at roadside ditch along 1161h Ave. SE . On-site P AGE 1 0 O F" 2 3 3 4 MALHI ?·LOT S H OR~ P LAT · TI R 7 /6 /200 7 Ge0 Datum 1"' Runoff continues north under SE 182nd St via a 12 " pipe and catch basin system before discharging back into the roadside ditch on the west side of 1161h Ave . SE . Along 1161h Ave SE looking north . Runoff continues north through a series of 12 " dia. driveway culverts crossing under SE and 1801 h Pl. and SE 172 Pl. Along 1161 h Ave SE looking north . 300-1,460 feet downstream PAG E 1 1 Of'" 23 5 6 MALH I ?-LOT 5HORT PLAT · TIR 7/6/200 7 Ge0 Datum 1"' Runoff continues north through another series of 12" d ia . driv eway culverts and open ditch towards SE Petrovitsky Rd .. Along 1161h Ave SE looking north . 1,460-2 ,3 30 feet downstream Runoff from both the east side and west side o f 1161h Ave SE is co lle cted in an 18" CMP pipe system . Along 1161h Ave SE looking north . 2 ,300-feet downstream PAGE 1 2 OF 2 3 7 Geo Datum "' The 18" pipe discharges to the closed conveyance system located in SE Petrovitsky Rd and is conveyed east . Along SE Petrovitsky Rd looking east. 2,330-feet dow nstream The drainage path as described above appears to have adequate capacity and no current problems were observed . Task 5 -Mitigation of Existing or Potential Problems : A combination Conservation Flow (Level 2) Detention and Basic Water Quality vault has been designed to mitigate potential downstream problems . The detention/wet vault was designed using till forest as the pre-developed conditions per King County requirements . MA LHI 7 •L O T SH O RT P LAT · TIR 7 /6 /200 7 PA G E I 3 OF 23 Geo Datum "' Section 4 -Flow Control and Water Quality Facility Analysis and Design Flow control Analysis and Design The drainage on the existing site was analyzed for this project with KCRTS software. Fi gures provided in the 2005 KCSWDM and KCRTS manual were used to determine project location and parameters . Existing Site Conditions: Histor ic Land Cover = Till forest Total Site Area: 45 ,976 sf= 1.05 Acres of Till forest Till Forest Till Pasture Till Grass Outwash Forest 0 .00 acres Outwash Pasture 0 .00 acres Outwash Grass 0 .00 acres Wetland 0 .00 acres Impervious 0.00 acres Total \~ ~acres Scale Facto r : 1.00 Hourly Reduced Time Series : predev ,__ ____________ _. Compute Time Series Modify User Input File for computed Time Series [.TSF) Flow Frequency Ana lys is Time Series Fi l e:predev.tsf Pro ject Location :Sea -Tac ---Annual Peak Flow Rates--- Flow Rate Rank Time o f (C FS } 0.066 2 2/09/0 1 0 .018 7 1 /06/02 0 . 04 9 4 2/28/03 0 .002 8 3/24 /0 4 0 .029 6 1 /0 5 /05 0.051 3 1 /18 /06 0 .043 5 11/24 /06 0 .084 1 1 /09/08 Computed Peaks MALH I ?·LDT S HORT P L A T • TIR 7 /6 /2007 Peak 1 8 :00 3:00 3:00 20:00 8 :0 0 21:0 0 4:0 0 9 :00 -----Flow Frequency Analysis------- --Peaks Rank Return Prob (C FS) Period 0.084 1 100 .0 0 0. 990 - 0.066 2 2 5 .00 0 .960 0.051 3 10.00 0.900 0.049 4 5.00 0.800 0 .0 4 3 5 3 .00 0 .66 7 0 .029 6 2.00 0.500 0.018 7 1.30 0.23 1 0 .002 8 1 .10 0.091 0.078 50 .00 0.980 PAGE 1 4 OF 23 ii ! ii II .,, ~ _J I I I I I I I I I I I I I I ., ' I ::: I~ I> I i'ii I "' I "' I I I I I l N ' ~,•J>tUC SCAL[ " 1 '" ~ .. '--ltl!>!•20FT. KE'r" NOTES WATER METER WATER VAL\/[ FlRE HYDRANT ASPHALT GRAVEL CONCR(IT WOOD D[CK ., _,i:' '?~~~ \'0,·•P"~ ., ! % ffi & L1 fil & & ill &, & '"' & ROOF OVERHANG UTILITY POLE EL(CTRICAL METER GAS i,jETER FLOW!.INE ;1~\ & & A & & 12" REINFORCED CONCRETE PIPE CHAIN LINK FENCE WOOD FENCE TELEPHONE RISER ,;,i-~t\'!> \';_\"'fa"'/ r Area · Till Forest, 1.05 acres! Till Pasture ' 0.00 acres Till Grassl 0.00 acres! I I Outwash Foresti 0.00 acresj Outwash Pasture 0.00 acresll Outwash Grass 0.00 acres 1 Wetland 0.00 acres' Impervious __ D_:_00 acre~ -TotaJ-~-- 1.05 acresl !~' ,0 N89"47'21-C GARAGE ,fl.> :i-'?l-~~-w.~ \\'1-..P., ... Scale Factor : 1.00 Hourly Reduced Time Series: !predev I SE 1/4 NE 1/4 SEC. 32 ,TWP. 23N ,RGE. SE ,W.Mlj. tr: -r~'Xc, EXISTING STORM WATER OUTFALL ~~ -r -1r. ' , ~---~ .. '.:"-' ~fa A \ ' \ ' \ ' ' ' ' I I I I I ' ' ' ' ' ' \ f, \\ \ ........ . \ \ :--..... \ \ !_ ~"" ----------' ·-. __ \ "'\-----_"" ----------. \ \____ \, ~"" G-. : \ ! . I I ,.._ ... ' \ ' _______ \ \'i9-~\'1 ~\-;ci"'' SEl!rfR RrMA_:'g'f\8 r' \~~ ~ : i~:~11 ~ ~ ~ ~ ~ ' 00 I I r\ I ~1 ~, /· ~1:i ,,: ---1-i __ l/ ,; \ WI I ,. '· u, ~ w ~ > 0 <C(I~ i!: /i <D " ~ ' .-I ~: 13 ' ,,& I i/ I /, I I ii 3 ~' ~1 I ~1~ ~" r- I , ' Compute Time Serles j Modily User Input ___ __ J ~ r~ ., SE 186TH ST 1331 . .w ------I __ _ [ · · FIie for computed Time Serles t.TSF) --------N8fl"31'04"E ~n? MONUMENT. ~ -% -, ! LEGAL DESCRIP110N THE EAST HALF OF THE NORTH HALF OF THE SOUTH HALF OF THE S0Uffi HALF OF lHE SOUTHEAST OUARTER OF THE NORTHEAST QUARTER f SECTION 32, TOWNSHIP 23 NORTii, RANGE 5 EAST, W.M .. IN KING COUNTY. WASHINGTON.; EXCEPT n-tE WEST 347 FEET THEREOF. BASIS OF BEARINGS SECTION BREAKDOM,j PER ROS: 117060905117 ACCEPTED n-tE BEARING Of 114TH AVENUE SEL NE BASED ON FOUND MONUMENTS IN CASE. ',£R11CAL DAlUM &: CONTOUR INTERVAL ~ £.l£VATIONS SHOVIN ON THIS DRAWING ARE ON AN ASSUMED DATUM. 2.0' CONTOUR INiERVAL -THE EXPECTED VERTICAL ACCURACY IS EQUAL TO 1/2 THE CONTOUR INTERVAL OR PLUS / MINUS 1.0' FOR THIS PRO..ECT. NO \-£RTICAL BENCH1i4ARK EXISTS WITHIN 1/2 MILE. GENERAL NOTES 1. THIS SURVE'!' WAS COMPLETED WITHOUT BENEFIT Of A CURRENT TllLE REPORT. EASEMENTS AND OTI-IER ENCUMBE!'IANCES MA'!' EXIST ON THIS PROPERTY THAi ARE NOT SHOWN HEREON. 2 INSTRUMENTATION FOR Tl-llS SURVEY WAS A 3-SECONO NIKON NPL .352 TOTAL STATION. PROCEDURES USED IN THIS SURVEY MEET OR EXCEED STANDARDS SET B'!' WAC 332-130-090. .3. THE INFORMATION ON THIS MAP REPRESENTS THE RESULTS Of A SURVE'!' MADE IN SEPTEMBER 2005 ... ND CAN ONLY BE CONSIDERED AS !NDICA TING THE GENERAL CONDITIONS EXISTING AT THAT TIME. 4. UTIUTIES SHOWN ON THIS SUR'JEY ARE BAsto UPON ABOVE GROUND OBSERVATIONS AND AS-BU!LT PLANS 'MiERE AVAILABLE. ACTUAL LOCATIONS Of UNDERGROUND UTILITIES MAY VAR'!' ANO UTILITIES NOT SHOWN ON THIS SURVEY MAY EXIST ON Tl-llS SITE. ALL MONUMENTS WERE LOCATED DURING THIS SURVEY UNLESS OTHERWISE NDlED, CONTOUR IN1ERYAL 2.o· CONTOUR INlERVAL -THE EXPECTED VERTICAL ACCURACY IS EQUAL TO 1/2 THE CONTOUR INTERVAL OR PLUS / MINUS 1.0' FOR THIS PRO..ECT. LEGENO __ ., __ ~ /~t·, --oe,-- --~ INDEX CONTOURS -10' INlt:RVALS INTERl,,IEOIA lt: CONTOURS -2' INTERVP.i..S CCtollF'EROUS TREE (LABELED WITH CALIPER) DECIDUOUS lJ'IEE (LABELED WITH CALIPER) DECIDUOUS MUL Tl-TRUNK lJ'IEE (LABELED wrn, CALIPERS) OVERHEAD ELECTRICAL LINES SANITARY SEWER LINES (PER AS-BUILT INFO) WATER LINES (PER "5-BUILT INFO) STORM SEWER LINES (PER AS-BUILT INFO) Existing Site Conditions: Historic Land Cover = Till forest Total Site Area: 45,976 sf= 1.05 Acres of Till forest i ! ~ I l t E~ I :::, : ~;; CU" 0~ o; C1'~ c,~ i:::. ~i,,., ';ij<~ :,;3 ' =t..o::::;:; z~ ~~::c ~.l::1~ 'Scr, ... ~ ,Q,."',/ ~':.~ -~~'W''·1 "''· •• , r ,,,_;,,., ~ ' L_l______L_J" , . .J____J_____J 8 0 "' ~ 00 ~ z~ 09 ~ I--:5 ~ ll. !") i~ 0 u E -C :i: -00 ...J r.. < . C ::I: ~ Ea, 00 ~ ~ ASlAN ..... £RICAN CONsmic:nDN !tlC 9501 S. 207TH PL KENT. WA 96031 200.476.06J.3 DRAFTER: PG DESIGNER· PG PROJ. ENGR./SURV · MXP DATE: 00-25-07 PROJECT NO.: 05294 SHEET C2 Of 6 f 'JGeoDatum"' . ' '... . ',' "'' ~ ,, ' Developed Site Conditions: The developed site drainage system will route runoff to a Level 2 detention/wet vault that will release runoff to an existing ditch located within the 1161 " Avenue SE right-of-way. This is the existing natural discharge location. Site Area: Impervious Area: Lots = 7; average lot size = 4,106 sf Lot impervious area= 4,106 x 75% (max. lot coverage) x 7 = 21,560 sf= 0.49 ac Access road & sidewalk= 9,264 sf= 0.21 acres Pervious Area: (Landscape, Lawn): 15,152 sf= 0.35 Acres (Use Till Grass) "~ \ ~/ '{>'1: ~~-% JI'~,.)\. \~y ~ - TIii Forest 0.00 acres Till P,,sture 0.00 acres ·;1 Till Grass ~ i)• es Outwash Forest 0.00 acres Outwash Pasture 0.00 acres Outwash Grass 0.00 acres Wetland 0.00 acres'1'7 Impervious IY"acf(s' Total 1.05 acres \' ~~ #-\ V ':, Scale Factor : 1.00 Hourly Reduced / J."' C ------->.---. A'ry ' \~~b7 Time Series: dev :ef/' '-------------''-" '\ \. = Compute Time Series ~ ><tf/l, 17 -v ~ · ________ M_o_d_ify~U_se_r_ln...,_p_ut _______ ~I ,/ ef"' tf' •' ~ File for computed Time Series (.TSF) v{, o'? of.,•°'-" Flow Frequency Analysis Time Series File:dev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- Flow Rate Rank Time of (CFS) 0.201 6 2/09/01 0.165 8 1/05/02 0.241 3 2/27/03 0.181 7 8/26/04 0.218 4 10/28/04 0.214 5 1/18/06 0.263 2 10/26/06 0.405 1 1/09/08 Computed Peaks MALHI ?~LDT SHORT PLAT TIR 7/6/2007 Peak 2:00 16:00 7:00 2:00 16:00 16:00 0:00 6:00 , D' rY 1-"\¥ div· {; -j-\/ -----Flow Frequency Analysis------- --Peaks Rank Return Prob (CFS) Period 0. 405 1 100.00 0.990 0. 263 2 25.00 0. 960 0.241 3 10.00 0.900 0.218 4 5.00 0.800 0.214 5 3.00 0.667 0.201 6 2.00 0.500 0.181 7 1. 30 0.231 0.165 8 1.10 0.091 0.358 50.00 0.980 PAGE 1 5 OF 23 '" • I ,1 ~: ii ! II i ,1 j N ' GRAPHIC SCALE '" ~ I IHCl1 -~ n -,_ I "' I :i! > I~ I"' ! "' ,.,, SE 1/4 NE 1/4 SEC. 32 ,TWP. 23N ,RGE. 5E ,W.M. ,-Area----, . ' Till Forest! Till Pasturei Till Grassi i Outwash Forest: i Outwash Pasturei I Outwash Grassl ' Wetland: 0.00 acres 0.00 acres 0.35 acres 0.00 acres' 1 . 0.00 acres I 0.00 acres! 0.00 acres! Impervious: 0.70 acres: • ! .. __: ,--Total ····· ---- 1 ! I I i 1.05 acresi I_--·---• Scale Factor : 1.00 Hourly Reduced Time Series: dev L... __________ __, Compute Time Series Modify User Input _______ .. ___ _ FIie for computed Time Serles t.TSF) ___:_j_ r1~;.: ·4 ~-~, ··!- .J.::..'._-11 · -------------;:~.m1 PROPOSED STORM WATER OUTFALL -'-~ '~ ~E:3.N --- " 1:-1. ·: I *' I'.' . ·1 ' '' '' i --'· ,., , f i_l ' ~ : I '· : ': 1· : I I ',,1·1 : \tj, ' .. x6-,: I 'I: !' '. 1:I ~,1 Ill I •1 I J , H' I. 1·' ~~~11· L I i I I i I I I ~ 11; 'I i ' j t I J '1·1 , . 'i' " ". tr 1· ·. --s, ,:. : I 1-Clll 4 TIP[' STA. :U.-211.22 21"'1:I: LT. •n~ ·- 1:t SP IE 90.Je 1'·-i';''. LOT 7 4.212 s.r. -1 / I '<.) I r·--s-1 :i J I ,=1 1--f--· j 8 ~ ~-:..:..'.....:. i A ,,, I tUl'l'P[l : ~ " ~D.Z!"lt I ~-' 1 1£t1.522 ~ ! , I -_ ,,.n, ~ ijf,----,1,''I ·. .1 ~ ..... ,----r .. I ---, i c1 \ ! ----~ -. ' ' . -------,-' ' ,-···· --,-_/-•--.. -,,-,,.--: : -, . ---1', :ff<!', J,1 1 , ,"." • ----, , 1 , • , I • e I I : . · , .w-· ,-.r):;.:) .·.. : : , .. .::;;,~: : ~I? .J" 1 · :• -" : ~,·---,I : -•-I' . •1---· I I ~ ... SJ'.' i:Of,2._ :, I . I ~I~·.. I I~ I '277 SJ'.-~ I LOT' I "'I , . ,. ' ' ' ' ' -,. ' ,, ' ' -~-' -' 1!i I I :i I I j ' I I I I I I -' ' ' ' ' ',, ' •, ' C ' ' ' ' ' •• ' ' I .,. -__ a• , , , ' ' ' , • 1 -' ____ I I I I 1. I • 1 -~ I I J E ~ ~-'~-----: I I lJ . -. I C 1 ·- • I'"'" J : r~ ·. L---,,.~-- I I I I LOT 5 . I 4,115 s.r . ., 11, ~I I I I I I <.--------~.:,r "' ".~. .-.;:;.,-_; .· ·1 · -. . 12'.-ftlGKT OF I : ,: DBICA~ .,..!.:____'.:; -1-----,.L:_i·_ I I I I ; ;t• -.. U , I Developed Site Conditions: Impervious Area: Lots = 7; average lot size = 4,106 sf Lot impervious area= 4,106 x 75% (max. lot coverage) x 7 = 21,560 sf= OAg ac Access road & sidewalk = 9,264 sf= 0.21 acres Pervious Area: (Landscape, Lawn): 15,152 sf= 0.35 Acres (Use Till Grass) ,:il" 1' .. i I ' I 3 f I 1·• ·/ ' • j ' I ~ ,1 ~ ! M t E ,~ ... "' C 0 CV " i::; iaii-~~2 ~~, ~_.,;:;:; z ~co ~ ""' ~~~ .L.LJ I ~i 0~ ~o I- ~~ ~~ 0 ~i u ~ V) c;.:, .. r,; :5 s: Q < rail ::i; ~ 0 ~ rail Q '61-'N AMERICl,N CONSTRUCTION IIIIC. 9S01 S. 207TH PL KENT. W/1', 980J1 206.478.05.:53 DRAFTER: PG DESIGNER: PG PROJ. ENGR./SURV_· lo4XP DATE: 06-25-07 PRO.ECT NO.: 05294 SHEfT C5 OF 6 Level 2 Detention Facility Type of Facility: Facility Length: Facility Width: Facility Area: Effective Storage Depth: Stage O Elevation: Storage Volume: Riser Head: Riser Diameter: Number of orifices: Orifice# 1 2 Height I ft) 0.00 2.50 3385.sq. 4.00 92.00 13540. 4.00 12.00 2 ft ft cu. Ft ft inches Diameter (in) 0.57 1.11 Full Head Discharge (CFS) 0.018 0.041 (Required Volume) Pipe Diameter (in) 4.0 Top Notch Weir: None Outflow Rating Curve: None Stage (ft) 0.00 0.01 0.02 0.03 0.04 0.05 0.15 0.25 0. 35 0.45 0.55 0.65 0.75 0.85 0.95 1. 05 1.15 1. 25 1. 35 1.45 1.55 1. 65 1. 75 1. 85 1. 95 2.05 2.15 2.25 2.35 2.45 2.50 2.51 2.52 2.53 Elevation (ft) 92. 00 92. 01 92.02 92.03 92.04 92.05 92.15 92 .25 92. 35 92 .45 92.55 92.65 92.75 92.85 92.95 93.05 93.15 93. 25 93. 35 93.45 93.55 93.65 93.75 93.85 93.95 94.05 94.15 94.25 94. 35 94 .45 94.50 94. 51 94.52 94.53 MALHI 7 ·La-r SHORT PLAT • Tl R 7/6/2007 Storage (cu. ft) (ac-ft) 0. 0.000 34. 68. 102. 135. 169. 508. 846. 1185. 1523. 1862. 2200. 2539. 2877. 3216. 3554. 3893. 4231. 4570. 4908. 5247. 5585. 5924. 6262. 6601. 6939. 7278. 7616. 7955. 8293. 8463. 8496. 8530. 8564. 0.001 0.002 0.002 0.003 0.004 0.012 0.019 0.027 0.035 0.043 0.051 0.058 0.066 0.074 0.082 0.089 0.097 0.105 0 .113 0.120 0.128 0 .136 0.144 0.152 0.159 0.167 0.175 0.183 0.190 0.194 0.195 0.196 0.197 Discharge (cfs) 0.000 0.001 0.001 0.002 0.002 0.002 0.003 0.004 0.005 0.006 0.007 0.007 0.008 0.008 0.009 0.009 0.009 0.010 0.010 0. 011 0.011 0. 011 0.012 0.012 0.012 0. 013 0. 013 0. 013 0.014 0. 014 0.014 0.014 0.015 0.016 Percolation (cfs) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 PAGE: I 6 OF 23 2.55 94.55 8632. 2.56 94.56 8666. 2.57 94.57 8700. 2.58 94.58 8733. 2.59 94. 59 8767. 2.69 94. 69 9106. 2.79 94.79 9444. 2.89 94.89 9783. 2.99 94.99 10121. 3.09 95. 09 10460. 3.19 95.19 10798. 3.29 95.29 1113 7. 3.39 95.39 11475. 3.49 95 .49 11814. 3.59 95.59 12152. 3.69 95.69 12491. 3.79 95.79 12829. 3.89 95.89 13168. 3.99 95.99 13506. 4.00 96 .00 13540. 4.10 96 .10 13879. 4.20 96 .20 14217. 4. 30 96.30 14556. 4.40 96 .40 14894. 4.50 96.50 15233. 4.60 96.60 15571. 4.70 96. 70 15910. 4.80 96 .80 16248. 4.90 96.90 16587. 5.00 97.00 16925. 5.10 97.10 1 7264. 5.20 97.20 17602. 5.30 97.30 17941. 5.40 97.40 18279. 5.50 97.50 18618. 5.60 97.60 18956. 5.70 97.70 19295. 5.80 97.80 19633. 5.90 97.90 19972. 6.00 98.00 20310. Hyd Inflow Outflow Peak Cale Stage 1 0.40 0.26 4.07 2 0. 20-. 0.06 3.88 3 0.24 0.05 3.43 4 0.20 ******* 0.05 3.44 5 0.21 ******* 0.03 2.81 6 0 .13 ******* 0. 02 2.52 7 0.17 ******* 0.01 2.36 8 0.18 ******* 0.01 1.60 ---------------------------------- MALHI 7-LC]T SHOR1" PLAT -TIR 7/6/2007 f ::.f GeoDatum "' 0.198 0.018 0.00 0.199 0.020 0.00 0.200 0.023 0.00 0.200 0.024 0.00 0.201 0.024 0.00 0.209 0.029 0.00 0.217 0.033 0.00 0.225 0.036 0.00 0.232 0.039 0.00 0.240 0.041 0.00 0.248 0.044 0.00 0.256 0. 046 0.00 0. 263 0. 048 0.00 0. 271 0.050 0.00 0.279 0.052 0.00 0.287 0.053 0.00 0.295 0.055 0.00 0.302 0.057 0.00 0. 310 0.058 0.00 0. 311 0.059 0.00 0. 319 0. 368 0.00 0.326 0.933 0.00 0.334 1.660 0.00 0.342 2. 460 0.00 0.350 2.740 0.00 0.357 3.000 0.00 0.365 3.230 0.00 0.373 3.450 0.00 0.381 3.660 0.00 0. 389 3.850 0.00 0. 396 4. 040 0.00 0.404 4.220 0.00 0. 412 4.390 0.00 0.420 4.550 0.00 0.427 4.710 0.00 0.435 4.860 0.00 0.443 5.010 0.00 0.451 5.160 0.00 0.458 5.300 0.00 ~ 0 .466 5.430 0.00 Storage f \~F & ,<;-'f:I Elev (Cu-Ft) (Ac-Ft) µ, Q,'j' 96.07 13 764. 0.316 95.88 1314 7. 0.302 0 R-95.43 11616. 0.267 95.44 11629. 0.267 94.81 9509. 0.218 {}J--f ( 94.52 8532. 0.196 94.36 7994. 0.184 ~~ 93.60 5429. 0.125 PAGE: 1 7 OF 2:3 Route Time Series through Facility Inflow Time Series File:dev.tsf Outflow Time Series File:rdout Inflow/Outflow Analysis Peak Inflow Discharge: 0.405 Peak Outflow Discharge: 0.264 Peak Reservoir Stage: 4.07 Peak Reservoir Elev: 96.07 CFS CFS Ft Ft r:JGeoDatum,"' at 6:00 on Jan 9 in Year 8 at 10:00 on Jan 9 in Year 8 Peak Reservoir Storage: 13764. Cu-Ft 0.316 Flow Frequency Analysis Time Series File:rdout.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- Flow Rate Rank Time of Peak (CFS) 0.070 2 2/09/01 20:00 0.014 7 1/07/02 4:00 0.049 4 3/06/03 22:00 0. 011 8 8/26/04 8:00 0.015 6 1/08/05 5:00 0.034 5 1/19/06 0:00 0.049 3 11/24/06 8:00 0. 264 1 1/09/08 10:00 Computed Peaks Ac-Ft -----Flow Frequency Analysis------- --Peaks --Rank Return Prob (CFS) (ft) Period 0.264 4.07 1 100.00 0.990 0.070 4.00 2 25.00 0.960 0.049 3.44 3 10.00 0.900 0.049 3.44 4 5.00 0.800 0.034 2.82 5 3.00 0.667 0.015 2.52 6 2.00 0.500 0.014 2.41 7 1.30 0.231 0. 011 1.61 8 1.10 0.091 0.199 4.05 50.00 0.980 Flow Duration from Time Series File:rdout.tsf Cutoff Count Frequency CDF Exceedence Probability CFS % % % 0.001 29616 48.297 48.297 51.703 0.517E+OO 0.003 8890 14. 4 98 62.795 37.205 0.372E+OO 0.005 6751 11. 009 73.805 26.195 0.262E+OO 0.007 4337 7.073 80.877 19.123 0.191E+OO 0.009 5267 8.589 89.467 10.533 0.105E+OO 0.011 2813 4.587 94.054 5.946 0.595E-01 0 .013 2075 3.384 97.438 2.562 0.256E-01 0.015 1202 1.960 99. 3 98 0.602 0.602E-02 0.017 35 0.057 99.455 0.545 0.545E-02 0.019 17 0.028 99.483 0.517 0.517E-02 0.021 10 0.016 99.499 0.501 0.501E-02 0.022 5 0.008 99.507 0. 492 0.492E-02 0.024 32 0.052 99.560 0.440 0.440E-02 0.026 29 0.047 99.607 0.393 0.393E-02 0.028 26 0.042 99.649 0.351 0.351E-02 0.030 30 0. 049 99.698 0.302 0.302E-02 0.032 19 0.031 99.729 0 .271 0.271E-02 0.034 31 0.051 99.780 0.220 0.220E-02 0.036 16 0. 026 99.806 0.194 0.194E-02 0.038 13 0. 021 99.827 0.173 0.173E-02 0.040 11 0.018 99.845 0.155 0.155E-02 0.042 14 0.023 99.868 0.132 0 .132E-02 0.044 10 0.016 99.884 0 .116 0 .116E-02 0.046 11 0.018 99.902 0.098 0.978E-03 0.048 14 0.023 99.925 0.075 0.750E-03 MALHI 7-LOT SHORT PLAT · TIR PAGE 1 8 OF" 23 7/6/2007 0.050 15 0.024 0.052 12 0.020 0.054 5 0.008 0.056 3 0.005 0.057 6 0.010 0.059 4 0.007 0.061 0 0.000 0. 063 0 0.000 0.065 0 0.000 0.067 0 0.000 0.069 0 0.000 Duration Comparison Anaylsis Base File: predev.tsf New File: rdout.tsf 99. 949 99.969 99.977 99.982 99.992 99.998 99.998 99.998 99.998 99.998 99.998 Cutoff Units: Discharge in CFS r]GeoDatum" 0.051 0.506E-03 0. 031 0.310E-03 0.023 0.228E-03 0.018 0.179E-03 0.008 0.815E-04 0.002 0.163E-04 0.002 0.163E-04 0.002 0.163E-04 0.002 0.163E-04 0.002 0.163E-04 0.002 0.163E-04 -----Fraction of Time--------------Check of Tolerance------- Cutoff 0.015 0.019 Base New %Change Probability Base New %Change 0.84E-02 0.58E-02 -30.7 I 0.84E-02 0.015 0.014 -9.2 0.60E-02 0.51E-02 -14.8 I 0.60E-02 0.019 0.015 -22.2 0.023 0.027 0.031 0.035 0.039 0.043 0.46E-02 0.35E-02 0.27E-02 0.20E-02 0.14E-02 0.86E-03 0.48E-02 0.37E-02 0.28E-02 0.20E-02 0.16E-02 0.12E-02 6.1 I 0.46E-02 7.1 I 0.35E-02 2.4 I 0.27E-02 -0.8 I 0.20E-02 20.2 I 0.14E-02 41.5 I 0.86E-03 0.023 0.027 0.031 0.035 0.039 0.043 0.024 0.029 0.032 0.035 0.041 0.047 2.8 4.7 -2.8 -0.4 5.4 8.6 0.047 0.54E-03 0.83E-03 54.5 I 0.54E-03 0.047 0.049 3.8 0.051 0.29E-03 0.38E-03 27.8 I 0.29E-03 0.051 0.052 2.2 0.055 0.21E-03 0.18E-03 -15.4 I 0.21E-03 0.055 0.055 -1.1 0.059 0.15E-03 0.16E-04 -88.9 I 0.lSE-03 0.059 0.056 -5.0 0.063 0.65E-04 0.16E-04 -75.0 I 0.65E-04 0.063 0.058 -8.7 J Maximum positive excursion= 0.004 cfs ( 9.6%) /~ f4-A occurring at 0.043 cfs on the Base Data:predev.tsf · ~ ~ tY- and at 0.047 cfs on the New Data:rdout.tsf v:> :.,f, Ji() / ~.:;r () ,4 k{ { Maximum negative excursion= 0.005 cfs (-24.8%) .v-l ~ occurring at 0.019 cfs on the Base Data:predev.tsf Jf '( ,11'.JIJ..., and at 0.014 cfs on the New Data:rdout.tsf c.,..vv· Required detention vault volume = 13,540 cubic feet Proposed detention vault volume = 136' L x 25' W x 4' D = 13,600 cubic feet MALHI 7-L.OT SHOR'T PLAT -TIR 7/6/2007 PAGE 1 9 OF 2::3 r:.~eoDatum,"' Wetpool Volume • Vb= t• V, / • Vb= 3' 1,235 • , -0:,, • Vb=3,750c.f. / Required wet vault volume = 3,750 cubic feet '? ~' / Provide 3.0' of dead storage below detention and above d,,'i.d storage of 12" Proposed wet vault volume = 136' L x 25' W x 3' D = 10,2ifci'cubic feet Length to width ratio= 135:25 ~ Section 5 -Conveyance System Analysis and Design Please refer to the following page containing Figure 4.2.1.F "Nomograph for sizing circular drains flowing full" from the 2005 King County SWDM. The 100 year developed undetained flow for the entire site is 0.705 CFS. There is no proposed pipe less than 12" in diameter, sloped at less than 0.5% made of CPEP (mannings 0.012). A 12" in diameter CPEP (mannings 0.012) sloped at 0.5% has a flowing full capacity in excess of 2.5 CFS. The proposed SD conveyance system has more than adequate capacity. Section 6 -Special Reports and Studies There are no special reports or studies other than the Soos Creek Basin Plan that we are aware of. Section 7 -Other Permits Upon approval of the engineering plans by KCDDES, a ROW use permit is required for all work within KC ROW. In addition, construction of water and sanitary sewer facilities to serve this project must conform to and be approved by the Soos Creek Water and Sewer District. Separate building permit applications for residential construction on individual lots must be submitted and approved by King County ODES. MALHI 7-LOT SHORT PLAT · TIR 7/6/2007 PAGE 20 OF 23 SECTION 4.2 PIPES, OUTFALLS, AND PUMPS FIGURE 4.2.1.F NOMOGRAPH FOR SIZING CIRCULAR DRAINS FLOWING FULL 1,000 900 800 700 600 500 400 300 120 108 200 88 84 78 72 66 60 54 Cl) 48 w 42 J: Cl) () LL z 36 cj z 33 ~ 30 w (!) a: < J: () Cl) i5 10 8 6 2 1/24/2005 .0001 .0002 " N 0 ci II C: a: 0 LJ.. w c.. 0 ...J Cl) SAMPLE USE 24' dia. CMP @ 2% slope yields 17cfs @ 5.4 fps velocity (n=0.024) Values per Manning's equation 0= ( 1.49 ) AR'i3 So'h n This table can be converted to other "n' values by applying formula: 01 ~ = 02 n1 4-22 tu w LJ.. t () 0 ...J w > 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 20.0 30.0 40.0 2005 Surface Water Design Manual ,~G~.oDatum,"' Section 8 -CSWPPP/TESC Analysis and Design Construction Storm Water Pollution Prevention Plan Due to the small scale single-family residential project size, the lack of construction related pollution generating activities associated with this type of construction, no onsite chemical use or fuel storage, we do not believe this project is required to produce any documents other than this TIR and the TESCP engineering plan, notes and details to meet the requirements offor CSWPPP. -------· Temporary Erosion and Sediment Control Per Appendix D of the 2005 King County Surface Water Design Manual, the following information is presented in consideration of compliance with King County Erosion and Sediment Control Standards: Clearing Limits have been defined on the TESC/CSWPPP. Cover Measures both temporary and permanent are addressed in the construction sequence. Perimeter Protection is proposed in the form of Silt fence. Traffic tabilization is proposed in the form of a Temporary Construction Entrance. ediment Ret roposed in the form of silt fence at the project perimeter until the vault is ;;,----.callSlw,::10<,1,-...J-llJe.>1ault will then be used for temporary sediment retention. Surface Water Collection is proposed by utilizing the vault for tern porary surface water collection. DeWatering Control is not anticipated to be required for this project. If required, a "Baker" filtration tank will likely be utilized to filter stormwater prior to release into existing downstream storm drainage system. Temporary Dust Control other than the temporary construction entrance is not anticipated to be required. If fugitive dust becomes an issue, watering the soil before it is worked will alleviate the problem. Temporary Flow Control during construction is proposed in the form of utilizing the proposed detention vault once it has been constructed. See Construction Sequence. Section 9 -Bond Quantities, Facility Summaries, and Declaration of Covenant Please refer to Appendix B for Bond Quantities, Facility Summary and Declaration of Covenant. Section 10 -Operations and Maintenance Manual ase refer to the following pages for Operation and Mai~~ lnforma/, . 1-I ,,J ~JC)~~ _.>' ~ MALHI 7-LoT SHORT PLAT · TIR 7/6/2007 ~ rJJ Q,,, r /1\ /" .( PAGE 2 1 OF 2:3 APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, 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 Storage Area Plugged Air Vents One-half of the cross section of a vent is blocked Vents free of debris and sediment at any point with debris and sediment. Debris and Sediment Accumulated sediment depth exceeds 10% of All sediment and debris removed the diameter of the storage area for % length of from storage 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 % length of tank. Joints Between Any crack allowing material to be transported into All joint betv.ieen tank/pipe sections Tank/Pipe Section facility. are sealed Tank Pipe Bent Out of Any part of tank/pipe is bent out of shape more Tank/pipe repaired or replaced to Shape than 10% of its design shape. design. Vault Structure Damage to Wall, Cracks vdder than Yz .. inch and any evidence of Vault replaced or repaired to design Frame, Bottom, soil particles entering the structure through the specifications. and/or Top Slab cracks, or maintenance inspection personnel determines that the vault is not structurally sound. Damaged Pipe Joints Cracks wider than Yz-,inch at the joint of any No cracks more than Y..-inch wide at inleVoutlet pipe or any evidence of soil particles the joint of the inleVoutlet pipe. entering the vault through t_he walls. Manhole Cover Not in Place Cover is missing or only partially in place. Any Manhole is closed. open manhole requires maintenance. Locking Mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. Not Working maintenance person with proper tools. Bolts into frame have less than Yz inch of thread (may not apply to self-locking lids.) Cover Difficult to One maintenance person cannot remove lid after Cover can be removed and Remove applying 801bs of lift. Intent is to keep cover from reinstalled by one maintenance sealing off access to maintenance. person. Ladder Rungs Unsafe King County Safety Office and/or maintenance Ladder meets design standards. person judges that ladder is unsafe due to Allows maintenance person safe missing rungs, misalignment, rust, or cracks. access. Large access Gaps, Doesn't Cover Large access doors not flat and/or access hole Doors closes flat and covers access doors/plate Completely not completely covered. NOTE however that hole completely. grated doors are acceptable. Lifting Rings Missing, Lifting rings not capable of lifting weight of door Lifting rings sufficient to remove lid. Rusted or lid. 1/24/2005 2005 Surface Water Design Manual -Appendix A A-4 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 4 -CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Perlonned General Trash and Debris Distance between debris build-up and bottom of All trash and debris removed. (Includes Sediment) orifice plate is less than 1.5 feet. Structural Damage Structure is not securely attached to manhole Structure securely attached to wall wall and outlet pipe structure should support at and outlet pipe. least 1,000 tbs 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 and Connections lo outlet pipe are water show signs of rust. 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 not watertight or is missing. 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. Gate is rusted over 50% of its surface area. Gate is repaired or replaced to meet design standards. Orifice Plate Damaged or Missing Control device is not working property due 10 Plate is in place and works as missing, out of place, or bent orifice plate. designed. Obstructions Any lrash, debtis, 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. Manhole See "Detention Tanks See ~Detention Tanks and Vaults" Table No. 3 See uDetention Tanks and Vaults" and Vaults" Table No. 3 2005 Surface Water Design Manual -Appendix A 112412005 A-5 APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 5-CATCH BASINS Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance Is performed General Trash & Debris Trash or debris of more than~ cubic foot which No Trash or debris located (Includes Sediment) is located immediately in front of the catch basin immediately in front of catch basin opening or is blocking capacity of the basin by opening. more than 10%. Trash or debris (in the basin) that exceeds 1/s the No trash or debris in the catch depth from the bottom of basin to invert the basin. lowest pipe into or out of the basin. Trash or debris in any inlet or outlet pipe blocking Inlet and outlet pipes free of trash or more than 1 /3 of its height. debris. Dead animals or vegetation that could generate No dead animals or vegetation odors that could cause complaints or dangerous present within the 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. Structure Damage to Comer of frame extends more than % inch past Frame is even with curb. Frame and/or Top curb face into the street (If applicable). Slab Top slab has holes larger than 2 square inches Top slab is free of holes and cracks. or cracks wider than Y. inch (lnlent is to make s.ure all material is running into basin). Frame not sitting flush on lop slab, Le., Frame is sitting flush on top slab. separation of more than % inch of the frame from the top slab, Cracks in Basin Cracks wider than % inch and tonger than 3 feet. Basin replaced or repaired to design Walls/Bottom any evidence of soil particles entering catch standards. basin through cracks, or maintenance person judges that structure is unsound. Cracks v.«ler than !t.i 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 the joint of inleUoi.rtlet pipe. evidence of soil particles entering catch basin through cracks. Settlement/ Basin has settled more than 1 inch or has rotated Basin replaced or repaired to design Misalignment more than 2 inches out of alignment. standards. Fire Hazard Presence of chemicals such as natural gas, oil No flammable chemicals present. and gasOline. Vegetation Vegetation growing across and blocking more No vegetation blocking opening to than 10% of the basin opening. basin. Vegetation growing in inlet/ouUet pipe joints that No vegetation or root growth is more than 6 inches tall and less than 6 inches present apart Pollution Nonflammable chemicals of more than !t.i cubic No pollution present other than foot per three feet of basin length. surface film. Catch Basin Cover Cover Not in Place Cover is missing or only partially in place. Any Catch basin cover is closed open catch basin requires maintenance. Locking Mechanism Mechanism cannot be opened by on Mechanism opens with proper tools. Not Working maintenance person with proper tools. BoUs into frame have less than % inch of thread. Cover Difficult to One maintenance person cannot remove lid after Cover can be removed by one Remove applying 80 lbs. of lift; intent is keep cover from maintenance person. sealing off access to maintenance. Ladder Ladder Rungs Unsafe Ladder is unsafe due to missing rungs, Ladder meets design standards and misalignment, rust. cracks, or sharp edges. allows maintenance person safe access. 1/24/2005 2005 Surface Water Design Manual -Appendix A A-6 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 5-CATCH BASINS Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance Is perfonned Metal Grates Unsafe Grate Grate with opening wider than 718 inch. Grate opening meets design (If Applicable) Opening standards. Trash and Debris Trash and debris that is blocking more than 20% Grate free of trash and debris. of grate surface. Damaged or Missing. Grate missing or broken member{s) of the grate. Grate is in place and meets design standards. NO. 6 -DEBRIS BARRIERS (E.G., TRASH RACKS) Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance Is Performed. General Trash and Debris Trash or debris that is plugging more than 20% Barrier clear to receive capacity of the openings In the barrier. flow. Metal Damaged/Missing Bars are bent out of shape more than 3 inches. Bars in place with no bends more Bars. than% inch. Bars are mis Sing or entire barrier missing. Bars in place according to design. Bars are loose and rust is causing 50% Repair or replace barrier to design deterioration to any part of barrier. standards. NO. 7 -ENERGY DISSIPATERS Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed. External: Rock Pad Missing or Moved Only one layer of rock exists above native soil in Replace rocks to design standards. Rock area five square feet or larger, or any exposure of native soil. Dispersion Trench Pipe Plugged IMlh Accumulated sediment that exceeds 20% of the Pipe cleaned/flushed so !hat it Sediment design depth. matches design. Not Discharging Visual evidence of water discharging at Trench must be redesigned or Water Properly concentrated paints along trench (normal rebuilt to standards. condition is a "sheet flow" of water along trench). Intent is to prevent erosion damage. Perforations Plugged. Over % of perforations In pipe are plugged with Clean or replace perforated pipe. debris and sediment. Waler Flows Out Top Maintenance person observes water flowing out Facility must be rebuilt or of ~Distributor'' Catch during any storm less than the design storm or redesigned to standards. Basin. its causing or appears likely to cause damage. Receiving Area Over-Water in receiving area is causing or has No danger of landslides. Saturated potential of causing landslide problems. Internal: Manhole/Chamber Worn or Damaged Structure dissipating fiow deteriorates to ~ or Replace structure to design Post. Baffles. Side of original size or any concentrated wom spot standards. Chamber exceeding one square foot which would make structure unsound. 2005 Surface Water Design Manual -Appendix A 1/24/2005 A-7 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 10-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 that exceeds 20% of the Pipe cleaned of all sediment and diameter of the pipe. debris. Vegetation Vegetation that reduces free movement of water All vegetation removed so water through pipes. flows freely through pipes. Damaged Protective coating is damaged; rust is causing more than 50% deterioration to any part of pipe. Pipe repaired or replaced. Any dent that decreases the cross section area Pipe repaired or replaced. of pipe by more than 20%. Open Ditches Trash & 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 design depth. sediment and debris so that it matches design. Vegetation Vegetation that reduces free movement of water Water flows freely through ditches. through ditches. Erosion Damage to See uoetention Ponds~ Table No. 1 See UDetention Pondsff Table No. 1 Slopes Rock Lining Out of Maintenance person can see native soil beneath Replace rocks to design standards. Place or Missing (If the rock lining. Applicable). NO. 11 -GROUNDS (LANDSCAPING) Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance Is Performed General Weeds Weeds growing in more than 20% of the Weeds present in less than 5% of (Nonpoisonous, not landscaped area (trees and shrubs only). the landscaped area. noxious) Safety Hazard Any presence of poison ivy or other poisonous No poisonous vegetation present in vegetation. landscaped area. Trash or Litter Paper, cans, bottles, totaling more than 1 cubic Area clear of litter. foot within a landscaped area {trees and shrubs only) of 1,000 square feel. Trees and Shrubs Damaged Limbs or parts of trees or shrubs that are split or Trees and shrubs with less than 5% broken 'Nhich 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 Tree or shrub in place free of injury. knocked over. Trees or shrubs which are not adequately Tree or shrub in place and supported or are leaning over, causing exposure adequately supported; remove any of the roots. dead or diseased trees. 2005 Surface Water Design Manual -Appendix A 1/2412005 A-9 APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES N0.17-WETVAULT Maintenance Defect or Problem Condition When Maintenance is Needed Recommended Maintenance to Component Correct Problem Vault Area Trash/Debris Trash and debris accumulated in vault (includes Remove trash and debris. Accumulation floatables and non-floalables). Sediment Sediment accumulation in vault bottom exceeds Remove sediment from vault. Accumulation the depth of the sediment zone plus 6 inches. Ventilation Ventilation area blocked or plugged Remove or clear blocking material from ventilation area. A specified % of the vault surface area must provide ventilation to the vault interior (see p. 6-82 for required %). Vault Structure Damage to Wall, Cracks wider than %-inch and any evidence of Vault replaced or repaired to design Frame, Bottom, soil particles entering the structure through the specifications. and/or Top Slab cracks, or maintenance inspection personnel determines lhat the vault is not structurally sound. Damaged Pipe Joints Cracks Vllider than %-inch at the joint of any No cracks more than Y.-inch Vllide at inleVoutlet pipe or any evidence of soil particles the joint of the inlet/outlet pipe. entering the vault through the walls. Baffles Damaged/Defective Baffles corroding, cracking, warping and/or Repair or replace baffles to showing signs of failure as determined by maintenance/inspection staff. specifications. Inlet/Outlet Damaged Pipes lnleVoutlet piping damaged or broken and in Pipe repaired and/or replaced. need of repair. Trash/Debris Trash and debris accumulated in pipe or Remove trash and debris. Accumulation inleVoutlet (includes floatables and non- floatables). Access Cover Damaged/Not Cover cannot be opened or removed, especially Pipe repaired or replaced to proper Working by one person. working specifications. Access Ladder Damaged Ladder is corroded or deteriorated, not Ladder replaced or repaired to functioning properly, missing rungs, has cracks specifications, and is safe to use as and/or misaligned. Confined space warning sign determined by inspection personnel. missing. Replace sign warning of confined space entry requirements. 1/24/2005 A-14 2005 Surface Water Design Manual -Appendix A f jG~oDatum.'"' Appendix A -KC Hearing Examiner Report and Decision MALHI 7-LOT SHOR.T PL.A"T -TIR 7/6/2007 PAGE: 22 or:-23 A ® KING COUNTY DEPARTMENT OF DEVELOPMENT AND ENVIRONMENTAL SERVICES LAND USE SERVICES DIVISION 900 Oakesdale Avenue Southwest Renton, WA 98057-5212 REPORT AND DECISION SHORT SUBDIVISION File No. L06S0006 DESCRIPTION OF THE PROPOSED SHORT SUBDIVISION: This is a short subdivision of a 1.1 acre-parcel into 7 lots for detached single-family dwellings in the R-8 zone. The proposed density ts 7 dwellilrg units per acre. The proposed lot sizes range from approximately 3.700 to 4,200 square feet. Please see Attachment 1 for a copy of the short plat map. 8 GENERAL INFORMATION: C. Owner/Applicant: Engineer: STR: Location: Zoning: Acreage: Number of Lots: Density: Proposed Density Lot Size: Proposed Use: Sewage Disposal: Water Supply: Fire District: School District: Hariender Sapia 9501 South 2Q7 1 " Place Kent, WA 98031 (206) 478-0633 Geodatum, Inc. 22525 SE 641" Place# 226 Issaquah, WA 98027 NW Y. 4-22-5 18311 1161 " Avenue SE, Renton R-8 1.1 acres 7 8 du/acre 7 du/Acre 3,700 to 4,200 square feet Residential Soos Creek Water and Sewer District Soos Creek Water and Sewer District Fire District 40 Renton School District Complete Application Date: January 31, 2006 Associated Applications: Road Variance File No. L06V0004 HISTORY and BACKGROUND The Subdivision Technical Committee (STC) of King County has conducted an on-site examination of the subject property. The STC has discussed the proposed development with the applicant to clarify technical details of the application, and to determine the compatibility of this project with applicable King County plans, codes, and other official documents regulating this development. Replirt & Decision Page 1 of 1 () L06S0006 As a result of preliminary discussions, the applicant presented the Subdivision Technical Committee (STC) with a revised site plan on October 5 2006. The primary modifications include: • Provision of a permanent cul-de-sac • Re-arrangement of the lots D. NATURAL ENVIRONMENT 1. Topography: The site is generally level. The stte slopes slightly down towards the northeast. The maximum slope is less than 2%. 2. Soils: One soil type is found on this site per the 1973 King County Soil Survey. The entire site is designated AgB. The following are AgB soil characteristics: AgB -Alderwood gravely, sandy loam; 0-6% slopes. Runoff is slow and the erosion hazard is slight. This soil type has a moderate limitation for low building foundations due to a seasonally high water table, and severe limitations for septic tank filter fields due to very slow permeability in the substratum. 3. Wetlands/streams: According to the King County Sensitive Areas Folio, no mapped hydrographic features exist on or near this site. 4. Vegetation: This site is primarily covered with pasture grasses. Scattered evergreen/deciduous trees and brush occur in limited numbers. 5. Wildlife: Small birds and animals may inhabit this site; however their population and species are limited due to nearby development. No threatened or endangered species are known to exist on or near the property. 6. Mapped Sensitive Areas: The Sensitive, Areas Folio does not identify any mapped sensitive areas as being present on this site. E. NEIGHBORHOOD CHARACTERISTICS: The property lies within a rapidly developing area east of the City of Renton. The proposed Greenwood short subdivision (KC File LD6S023) with 8 lots is located directly east of the site. The properties to the north, south and east consist of residential development on larger lots with potential for subdivision. The site is developed with a house and a garage which will both be removed. F. DESIGN FEATURES 1. Lot Pattern and Density: The proposed density and lot dimensions meet the King County Zoning and Subdivision standards. 2. Access/Roadway Section: The proposed lots will obtain access to 1161 h Avenue SE via a minor access road extending west from 116'" Avenue SE into the site ending at a permanent cul-de-sac midway into the site. The Subdivision Technical Committee is recommending a pedestrian path from this cul-de-sac to the road and cul-de-sac being built by the Greenwood short plat. This will enhance pedestrian circulation in the area. See condition 7.L. The applicant has submitted and was granted a variance (KC File L06V0004) for shorter intersection spacing for the proposed on-site road. 3. Drainage: Currently the runoff from the site sheet flows towards the frontage street in a northeasterly fashion. The applicant will be required to provide a drainage detention and water quality facility to manage and treat the runoff from the proposed development. A drainage and recreation tract (Tract 8) is proposed at the northeast corner of the site. The drainage facility will be designed and constructed per the 2005 King County Surface Water Design Manual (KCSWDM). Report and Dedsion L06S0006 4. Other Design Features: A combined storm drainage and recreation tract is proposed on the northeast corner of the site within Tract B. A 10-foot pedestrian Access Tract will be required from the cul-de-sac to the west property line to connect to the road system within the proposed Greenwood short plat. G. PUBLIC SERVICES 1. Sewage Disposal: The applicant proposes to serve the subject subdivision by means of a public sewer system managed by the Soos Creek Utility District. A Certificate of Sewer Availability, dated January 5, 2006 indicates this sewer district's capability to serve the proposed development. 2. Water Supply: The applicant proposes to serve the subject subdivision with a public water supply and distribution system managed by the Soos Creek Utility District. A Certificate of Water Availability, dated January 5, 2006 indicates this water district's capability to serve the proposed development. 3. School facilities: The subject subdivision will be served by Benson Hill Elementary, Nelson Junior High, and Lindberg Senior High Schools, all located within the Renton School District. 4. School Access: The District has indicated that the future students from this subdivision will walk to the elementary school and will be bussed to the junior and senior high schools. There is a. continuous paved shoulder with delineated tog line along 116th Avenue from the site to school on 116'" Avenue south. 5. Parks and Recreation Space: The nearest public park is Soos Creek Park and Trail approximately one mile northeast of the site on SE Petrovitsky Road. KCC 21A.14 requires subdivisions in the UR and R zone classifications to either provide on-site recreation space or pay a fee to the Parks Division for establishment and maintenance of neighborhood parks. At this time, the applicant is providing a combined recreation and storm facility tract (Tract BJ. KCC 21 A.14.190 requires subdivisions to provide tot/children play areas within the recreation space on-site. The applicant is required to improve the tract with landscaping and a play facility for the enioyment of the future residents. G. SEPA THRESHOLD DETERMINATION: This short subdivision application is exempt from review under the State Environmental Policy Act (SEPA), RCW 43.21 C. H. FINDINGS/CONCLUSIONS: The proposed preliminary short plat of Greenwood is located directly west of the site and is currently under review by DDES. The applicant was encouraged to coordinate with the proponent of Greenwood short subdivision to obtain access to his short subdivision. via a public road to be constructed by Greenwood short subdivision. The applicant would then extend the road into his property from the west with a temporary cul-de-sac at the north property line. The applicant was not successful in obtaining such an agreement with Greenwood applicant. Since a vehicular connection from the west is not possible, STC recommends that a pedestrian connection be constructed between the two short plats to allow for pedestrian circulation and access to 1161 " Avenue SE by the neighboring properties to the west. See conditions 7.L. The subject subdivision will comply with the goals and objectives of the King County Comprehensive Plan and will comply with the requirements of the Subdivision and Zoning Codes and other official land use controls of King County (i.e. 1993 King County Road Standards, 1998 Surface Water Design Manual, etc.), based upon the conditions for final short plat approval. Report and Decision L06S0006 I. DECISION: Proposed Short Plat revised and received October 5, 2006 (Attachment 1) is granted preliminary approval subject to the following conditions of final approval: 1. The proposal shall comply with all platting provisions of King County Title 19A. The final short subdivision recording documents must be prepared by a professional land surveyor, licensed in the State of Washington. These documents shall comply w~h the conditions of approval listed in this letter. 2. All persons having an ownership interest in the subject property shall sign on the face of the final short subdivision. 3. The final review process must be completed prior to the recording of the short subdivision or the sale of any lots contained within. The Department of Development and Environmental Services (DOES) strongly recommends that the Final Short Plat review package be submitted to the department at least one year prior to the expiration date of the preliminary approval letter. 4. All utilities within proposed rights-of-way must be included within a franchise approved by the King County Council prior to final short plat recording 5. Prior to recording, that the following is required per KCC 19A.08.160: A. Drainage facilities and erosion control measures are consistent with K.C.C. 9.04.090; B. Water mains and hydrants (if required) are installed and fire flow available: C, Grading as necessary so that all lots are accessible by passenger vehicle; D. Specific site improvements are completed that are required and conditioned prior to plat recording or required to remove any safety hazard; 6. 2005 King County Surface Water Design Manual (KCSWDM)· The proposed short plat qualifies for full drainage review as outlined in Chapter One of the Surface Water Design Manual. Final short plat approval shall require full compliance with the drainage provisions set forth in King County Code 9.04. A professional civil engineer licensed in the State of Washington shall prepare drainage plans and a technical information report as outlined in Chapter 2 of the drainage manual. The drainage plan submittal shall demonstrate compliance with all applicable Core and Special Requirements. Compliance may result in reducing the number and/or location of lots as shown on the preliminary approved short plat. Preliminary review has identified the following conditions of approval, which represent portions of the drainage requirements. All other applicable requirements in KCC 9.04 and the Surface Water Design Manual (SWDM) must also be satisfied during engineering and final review. A. Standard plan notes and a construction sequence as specified in the SWDM shall be shown on the engineering plans (Reference Section 7BJ. B. As required in KCSWDM Chapter 2. a storm water pollution prevention and spill (SWPPS) plan shall be included with the project engineering plans. C. To implement the required Best Management Practices (BMP's) for treatment of stonm water, the final engineering plans and technical information report (TIR) shall clearly demonstrate compliance with all applicable design standards. As described in Chapter 5 of the drainage manual, a subdivision project may implement the required BM P's or defer the BMP requirements until future review of building permits. In either Report and Decision L06S0006 case, the final engineering plans shall clearly indicate the applicable BMP standards and requirements for implementation on the recorded plat. Any proposed clearing and grading of the site shall also comply with the soil amendment requirements in KCC 16.82.100. D. A proposal to implement the required best management practices for. development of the subdivision and to receive credit in sizing the flow control facility should be included with the engineering submittal. The engineering plans and technical information report shall provide all required design standards and procedures for implementing the BM P's when applied. During engineering review, the applicant may also choose alternative designs for best management practices as allowed by the SWDM. The final recorded plat shall include covenants, easements, notes, and other details to implement the BM P's for site development when applied. E. Storm water facilities shall be designed using the KCRTS Conservation flow control standard. Water quality facilities shall also be provided using the Basic Protection Menu. The size of the proposed drainage tracts may have to increase to accommodate the required detention storage volumes and water quality facilities. All runoff control facilities shall be located in a separate tract and dedicated to King County unless portions of the drainage tract are used for recreation space in accordance with KCC 21A.14.180. F. If the storm water design requires implementation of small project BM P's, the following note shall be shown on the final recorded plat: "Permit applications for buildings or other improvements constructed on lots created by this subdivision must be reviewed by King County for compliance with Best Management Practices (BMP's) and other applicable drainage standards as specified in the SWDM. As determined by King County, the permit applicant for each lot must prepare a drainage site plan with procedures for design and maintenance details, and record a declaration of covenant and grant of easement for implementation of the BMPs." G. Consistent with authority and procedures outlined in Chapter 1.4 of the SWDM, adjustments to any of the above requirements rnay be considered. Adjustments shall be submitted to DOES on the appropriate form and with the minimum fee deposit. 7. 1993 King County Roads Standards {KCRS)-Final short plat approval shall require full compliance with the provisions set forth in the 1993 KCRS, including engineering plans for all road improvements. The engineering plans shall be prepared by a professional civil engineer licensed in the state of Washington. DOES strongly recommends that the engineering plans be submitted at least two years prior to the expiration date of the proiect. All construction and upgrading of public and private roads shall be done in accordance with the King County Road Standards established and adopted by Ordinance No. 11187, as amended (1993 KCRS). The proposed short subdivision shall comply with the 1993 King County Road Standards (KCRS) including the following requirements: A. The extent of improvements requires submittal of engineering plan and profiles and appropriate review fees. Plans shall be prepared and stamped by a professional engineer licensed in the State of Washington and contain the applicable elements outlined in KCRS and/or the 2005 Surface Water Design Manual (see Section 2.2.2). Please note that the applicant should submit the plans a minimum of six {6) months prior to the preliminary approval expiration date. Report and Decision L06S0006 B. 116th Avenue SE is classified as a minor arterial street per the KCRS Section 2.02. Urban frontage improvements consisting of curb gutter and sidewalk shall be constructed along the frontage of this road consistent with a (2/3)(4)(5) lane ultimate road design. Direct access to 116'" Avenue SE from the abutting lots is prohibited. A note to this effect shall be shown on the recorded site plan. C. Additional right-of-way shall be dedicated along the 116'" Avenue SE frontage to provide 42 feet from centerline of road per KCRS Section 2.02K. Additionally, a 25-foot property line radius shall be provided at the intersection with the on-site road. D. The on-site road as shown on the site plan shall be constructed to the urban minor access classification and be dedicated to King County per KCRS, Section 2.03. . E. A permanent cul-de-sac as shown on the site plan shall be constructed per the KCRS Section 2.08. The ROW for the cul-de-sac bulb shall be placed where it can provide a 36-foot wide stub to the north property line. The ROW for the cul-de-sac bulb shall be dedicated to King County. Additionally, a 25-foot radius shall be provided at the point where the stub meets the bulb ROW. F. A road variance application regarding intersection spacing was approved by King County (Attachment 2) on June 20'", 2006 (File No. L06V0004). The final engineering plans for the short plat shall comply with all conditions of approval for the road variance decision. G. The minimum entering site distance shall be provided at the intersection of the on-site road and 116'" Avenue SE per the KCRS Section 2.13. Additionally, street illumination shall be provided at the new intersection in accordance with KCRS, Section 5.03. H. Modifications to the above road improvement conditions may be considered by King County pursuant to the variance procedures in KCRS 1.08. Any request for a road variance shall be submitted to DOES on the appropriate form and with the minimum fee deposit. Engineering details that may be shown on the preliminary site plan may not have been reviewed for compliance with KCRS. If differences exist, the final design shall be modified to meet KCRS. J. The proposed road improvements shall address the requirements for road surfacing outlined in KCRS Chapter 4. As noted in section 4.01 F, full width pavement overlay is required where widening existing asphalt. K. Street trees shall be included in the design of all road improvements, and shall comply with the KCRS Section 5.03. L. A 10-foot wide pedestrian tract extending west from the cul-de-sac to the west property line shall be provided. The location of the pedestrian tract shall be coordinated with the Greenwood subdivision. The Pedestrian tract shall be improved with 5-foot paved surface, landscaping and fences on each side. M. Modifications to the above road conditions may be considered by King County pursuant to the variance procedures in KCRS, Section 1.08. 8. Health (KCC 13)-This project is exempt from further King County Heath Department review. However, if improvements are required from the Sewer and/or the Water District, then verification shall be required from said District(s) that the improvements have been bonded and/or installed, prior to final recording of the short plat. Report and Decision L06S0006 9. Building and Construction Standards (TitlH 16)-The applicant shall comply with all applicable provisions of KCC 16.82. 10 Fire Code (KCC 17) -Section 902 of the 1997 Edition of Uniform Fire Code- A. Due to inadequate fire apparatus access and the lack of having a fire• hydrant located within 350 feet vehicular travel distance from the building envelope of each lot, any future residences constructed within this short plat will have to be sprinklered (NFPA 13D), unless the requirement is removed by the King County Fire Marshal or his/her designee. To remove the sprinkler requirement no street-side parking will be permitted within the short plat (on Tract A) and it will be necessary to install a fire hydrant within 350 feet vehicular travel distance from all lots. The International Fire Code requires all portions of the exterior walls of residences (at grade) to be within 150 feet (as a person would walk via an approved route around the buildings) from approved fire apparatus access. Approved access is a minimum 20-foot wide unobstructed driving surface not over 150 feet in length if dead-end B. Parking can only be permitted on one side of the private roads within the short Plat. C. The applicant must obtain the approval of the King County Fire Protection Engineer for the adequacy of the fire hydrant, water main and fire flow standards of Chapter 17.08 of the King County Code prior to final engineering approval. 11. Density and Dimensions (KCC 21A.12)-All lots shall meet the density and dimensions requirements of the R-8 zone classification or shall be as shown on the face of the approved preliminary short subdivision, whichever is larger. Minor revisions to the short subdivision, which do not result in substantial changes and/or do not create additional lots may be approved at the discretion of the Department of Development and Environmental Services. 12. Street Trees (KCC 21A.16) -Street trees shall be provided as follows (per KCRS 5.03 and KCC 21A.16 050): A. Trees shall be planted at a rate of one tree for every 40 feet of frontage along all roads. Spacing may be modified to accommodate sight distance requirements for driveways and intersections. B. Trees shall be located within the street right-of-way and planted in accordance with Drawing No. 5-009 of the 1993 King County Road Standards, unless King County Department of Transportation determines that trees should not be located in the street right-of-way. C. If King County determines that the required street trees should not be located within the right-of-way, they shall be located no more than 20 feet from the street right-of-way line. D. The trees shall be owned and maintained by the abutting lot owners or the homeowners association or other workable organization unless the County has adopted a maintenance program. Ownership and maintenance shall be noted on the face of the final recorded plat. E. The species of trees shall be approved by ODES if located within the right-of-way, and shall not include poplar, cottonwood, soft maples, gum, any fruit-bearing trees, or any other tree or shrub whose roots are likely to obstruct sanitary or storm sewers, or that is not compatible with overhead utility Jines. Report and Decision L06S0006 F. The applicant shall submit a street tree plan and bond quanttty sheet for review and approval by ODES prior to engineering plan approval. G. The applicant shall contact Metro Service Planning at 684-1622 to determine if 116'" SE is on a bus route. If it is a bus route, the street tree plan shall also be reviewed by Metro. H. The street trees must be installed and inspected, or a performance bond posted prior to recording of the plat. If a performance bond is posted, the street trees must be installed and inspected within two year of recording of the plat. At the time of inspection, if the trees are found to be installed per the approved plan, a maintenance bond must be submitted or the performance bond replaced with a maintenance bond, and held for two years. After two years, the maintenance bond may be released after ODES has completed a second inspection and determined that the trees have been kept healthy and thriving. 13. Road Mitigation Payment System -The applicant or subsequent owner shall comply with Road Mitigation Payment System (MPS), King County Code 14.75, by paying the required MPS fee and administration fee as determined by King County Department of Transportation. The applicant has an option to either: A. Pay the MPS fee at final short plat recording. If this option is chosen, the fee paid shall be the fee in effect at the time of short plat application and a note shall be placed on the face of the short plat that reads, "All fees required by King County code 14.7'5, Mitigation Payment System (MPS) have been paid." Or B. Pay the MPS fee at the time of building permit issuance. If this option is chosen, the fee paid shall be the amount in effect as of the date of the building permit application. 14. A combined recreation and drainage facility tract is proposed. The recreation space shall be provided consistent with the requirements of KCC 21A.14.180 and KCC 21A.14.190 (i.e., sport court[s], children's play equipment, picnic table[s], benches, etc.). The recreation space plan shall be submitted for review and approval by ODES, with the submittal of the engineering plans. This plan shall include location, area calculations, dimensions, landscaping per KCC 21A. 16 and other general improvements. The approved engineering plans shall be consistent with the recreation plan. The final recreation plan shall be approved prior to the final approval and recording. A performance bond for recreation space improvements shall be posted prior to recording of the plat. 15. A homeowners association or other workable organization shall be established to the satisfaction of DOES which provides for the ownership and continued maintenance of the pedestrian tract and the recreation tract. 16. School Impact Fees-Lots within this subdivision are subject to King County Code 21A.43, which imposes fees to fund school system improvements needed to serve new development. As a condition of final approval, the total amount of the school impact fee shall be assessed and collected when the building permit is issued using the impact fee in effect at the time of permit application. Notes to this affect shall be shown on the final plat. Other Considerations A. Preliminary approval of this application does not limit the applicant's responsibility to obtain any required permit or license from the State or other regulatory body. This may include, but not be limited to, obtaining a forest practice permit, an HPA permit, building permits, and other types of entitlements as necessitated by circumstances. Reporr and Decision L06S0006 B. Development of the subject property may require registration with the Washington State Department of Licensing, Real Estate Division Parties and Persons of Interest: BAPLA HARINDER 9501 S 207TH Pl KENT WA 98031 BISJAK B.J. 18226116TH AVE SE RENTON WA 98058 CLAUSSEN, KIM PROGRAM MANAGER 111 DDES/LUSD MS OAK DE 0100 DEHKORDI, FERESHTEH PROJECT MANAGER II DDES/LUSD MS OAK DE 0100 DELAPPE MYRA 18221 118TH AVE SE RENTON WA 98058 FOSTER, CURT SR. ENGINEER DOES/ LUSD MS OAK DE 0100 GEO DATUM INC. 22525 SE 64THPL, STE 266 ISSAQUAH WA 98027 NEPEAN CHRIS PO BOX 59532 RENTON WA 98058-2532 WHITING, KELLY KING COUNTY DOT-ROAD SERVICES MS: KSC -TR -0231 DINSMORE, LISA. SUPERVISOR DOES/ LUSD MS OAK DE 0100 JAMES SANDERS, DEVELOPMENT ENGINEER DOES/ LUSD MS OAK DE 0100 Report and Decision L06S0006 Appeal Information and Parties of Record RIGHT TO APPEAL This action may be appealed in writing to the King County Hearing Examiner. with a fee of $250 (check payable to King County Office of Finance). As required by KCC 20.20.090 and 20.24.090, the appeal period shall be fourteen (14) calendar days and shall commence on the third day after the notice of decision is mailed. Filing an appeal requires actual delivery to the King County Land Use Services Division prior to the close of business (4:30 p.m.) on November 27, 2006. Prior mailing is not sufficient if actual receipt by the Division does not occur within the applicable time period. The Examiner does not have authority to extend the time period unless the Division is not open on the specified closing date, in which event delivery prior to the close of business on the next business day is sufficient to meet the filing requirement. If a timely Notice of Appeal has been filed, the appellant shall frle a statement of appeal within a 21-day calendar period commencing three days after the notice of decision is mailed. The statement of appeal shall identify the decision being appealed (including file number) and the alleged errors in that decision. The statement of appeal shall state: 1) specific reasons why the decision should be reversed or modified; and 2) the harm suffered or anticipated by the appellant, and the relief sought. The scope of an appeal shall be based on matters or issues raised in the statement of appeal. Failure to timely file a notice of appeal, appeal fee, or statement of appeal deprives the Examiner of jurisdiction to consider the appeal. Appeals must be submitted to the Department of Development and Environmental Services, addressed as follows: LAND USE APPEAL Land Use Services Division Department of Development and Environmental Services BlackRiver Corporate Park 900 Oakesdale Avenue Southwest Renton, WA 98055-1219 Any party may make a request for a pre-hearing conference. For more information.regarding appeal proceedings and pre-hearing conferences, please contact the Office of the Examiner for a Citizens' Guide to the Examiner Hearings and/or read KCC 20.20 and 20.24. Report and Decision L06S0006 ri• J;I h !! ,; ,. ---_ ... , .. -- ' ,, \::.: ,. ' ,. ~:_ - ----------- ~§ ,- .!!-"' I' ,. ~: r ' Ii ' ' ~> <, ! \ . ' J /,.'- ff , ' -!Z.>T - j!---116TI-l AVE. S[~j -------- MALHI SHOOT PLAT PF!EUMINAAY SHORT P\. .. T SHCM 18311 11Sl}t AV[. SE RENTCN. WA ~8M8 • ATTACHMENT_.~'--~ -~"'""_OF_-="'"""'~ PAGE PAGE I i ,; -z-' ' ~ I~ . ii: ,- r-z • ::c ' • -~ ~ n en ::c • 0 ~ lJ N N z -I ;, g ..,, ~ r-:, ,-< -I ----,~- fil ·, ,, ® King County Road Services Division Department ofTran$i;,orti!lti¢n KSC~~~o222. 201 Sout11 J.-c:kson Street Solttle, WA 98104-3856 June 20, 2006 Tim Hildebrand i"\ .. C Di..JE . .S 22525 SE 64th Ploce, Suite 266 lssaQUah, WA 98027 RE: Road V arianoe L06V0004 Malbi Shgrt Plat Related File L06S0006 Dear Mr. Hildebrand: Thank you for your application fox variances from the King County Road Standacds (KCRS). You miucsted variances from Sections 2.10 and 2.08 of the KCRS conCCIIling the intersection spacing and cul-de-sac design for the proposed now oc<>ess onto I 16th A venue SE. The KCRS requires 500 feet of intctsection spacing along a minor art<:rial. A hammerhead tumaround is proposed at the intersection in the plat inlmor. We reviewed your proposal end agree that 268 to 320 feet of intersection spacing to the south to SE 184th Street would be acceptable. The proposed range of intersection spacing would allow the proposed access point or en access located near or at the north property line. The Depm:tmont of Development and Environmental So.rvfoes' (DDES) Subdivision Tochnical Commitlee will be detennining the exact intersection location. A minimum of 350 feet of inte<section spacing woulcfbc provided to the north to SE 182nd Street. I approve a variance for the proposed~ of mininwm intersection spacing from 268 to 300 feet to the south to SE 184th Street and the resultant reduced ime,:section spacing to the north to SE l 8~th Street. The proposal for a hammerhead turnaround is dcoied. There is a sufficient flat w;eable area within the site to provide a standard 80-foot diameter =ond bulb. The DDES will be detenuining if a temporary bulb can be provided. This decision applies only to KCRS idcruified in the variance request All other design requirements in the KCRS and other regulations. such "s surface waler management and saning, must still be satisfied for a land use permit application. Toe applicant retains the rights and privileges afforded by King County Code and adopted Public Rules pertaining tc road variance processing (KCC 14.42, PUT 10-2). This variance decision is valid for one year from date ofletter 1mless an associated land use permit is peooing or submitted within the one year period. In these cases, the variance decision is valid for the du,atlon of the permit processing. ATTACHMENT __ z.. __ I _OF.--2-- PAGE PAGE Tim Hildebrand June 20, 2006 Page2 A copy of staff's analysis, findings, and conclusions is enclosed. If you have any questions, pleaoe call Craig Comfort, Road Variance Engineer, Tmffic Engineering Section, at 206-263-6109. Sincerely, ~ILL,~ Paulette Norman, P .E. ColDlty Road Engineer PN:CC:kc cc: James Sanden, P .E., Development Engineer, Land Use Services Division (LUSD), Departinent of Development and Environmental Services (DDES) Pete Dye P.E., Senior Engineer, LUSD, DDES Linda Dougherty, Division Director, Road Services Division (RSD), Department of Transportation (DOT) Matthew Nolan, P.E., County Traffic EngiJffr, Traffic Engineering Section, RSD, DOT ~ Falin Kara, P .E., Supervising Engineer, Traffic Engineering Section, RSD, DOT Kris Langley, Senior Engineer, Traffic En~ Section, RSD, DOT Craig Comfort, P.E., Road Variance Engineer, Traffic Engineering Section. RSD, DOT ATTACHMENT._2 __ 2-OF 2-- PAGE ""P'"'A""G~E~ MALHI 7 4 LOT SHORT PLAT · TIR 7/6/2007 fAGeoDat~m"" Appendix B -Bond Quantity Worksheet, Facility Summary and Declaration of Covenant PAGE 23 OF" 23 Site Improvement Bond Quantity Worksheet (@) King County Department of Development & Environmental Services 900 Oakesdale Avenue Southwest Renton, Washington 98055-1219 206-296-6600 TTY 206-296-7217 Project Name: Location: Clearing greater than or equal to 5,000 board feet of timber? ~~~~~~ yes If yes. Forest Practice Permit Number: (RCW 76.09) Page 1 of 9 no For alternate formats, call 206-296-6600. Date: 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. fl::::, / ic. ~0 ~ REFSH BOND QUANTITY WORKSHEET.XLS Check out the DOES Web site at www.metrokc;.gov/ddes Unit prices updated: 02/12/02 Version: 04/22/02 Report Date: 1/23/2005 Site Improvement Bond Quantity Worksheet Cost. ~~1™Jt~ij;f:r11xt~/(1'.'.J·l·.f}~ :-rt:r}LIJ:t .. ~fii[:1.;i}')\V: I>:~ . ~ ·l :}:t!J;·\·o' ,. ·><; ··.· I :': Check dams, 4" minus rock SWDM 5.4.6.3 1 1/4" minus ESC-3 WSDOT 9-03.9131 ESC-4 Excavation-bulk ESC-5 Fence, silt ESC-6 SWDM 5.4.3.1 NGPE ESC-7 ESC-8 SWDM 5.4.2.4 ESC-9 SWDM 5.4.2.2 ESC-10 SWDM 5.4.2.1 ESC-11 SWDM 5.4.2.1 ESC-12 ESC-13 ESC-14 ed ESC-15 SWDM 5.4.2.3 ESC-16 WSDOT 9-13.1121 ESC-17 SWDM 5.4.4.1 Rock Construction Entrance, 100'x15'x1' ESC-18 SWDM 5.4.4.1 ESC-19 SWDM 5.4.5.2 ESC-20 SWDM 5.4.5.1 berm section ESC-21 SWDM 5.4.5.1 ESC-22 SWDM 5.4.2.4 ESC-23 SWDM 5.4.2.5 round ESC-24 SWDM 5.4.2.5 Page 2 of 9 $ $ 67.51 Each $ 85.45 CY $ 8.08 CY $ 1.50 CY $ 1.38 LF $ 1.38 LF $ 0.59 SY $ 1.45 SY $ 2.01 SY $ 0.53 SY $ 10.70 LF $ 16.10 LF $ 20.70 LF $ 2.30 SY $ 39.08 CY $ 1,464.34 Each $ 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 ! ESC SUBTOTAL: 30% CONTINGENCY & MOBILIZATION: ESCTOTAL: COLUMN: REF8h . JNO QUANTITY WORKSHEET.XLS Check out the DDES Web lo ... at www.metrokc.gov/ddes $ $ $ A Unit prices updated: 02/12/02 Versie /22/02 Report Date: .. ~3/2005 ;::,11e improvement Be Quantity Worksheet GI -2 $ 8.53 CY GI -3 $ 0.36 SY GI -4 $ 8,876.16 Acre Excavation -bulk GI -5 $ 1.50 CY GI -6 $ 4.06 CY GI -7 $ 18.55 LF Gl-8 $ 13.44 LF Gl-9 $ 1,271.81 Each GI -10 $ 12.12 LF GI -11 $ 22.57 CY GI -1 $ 25.48 CY GI -'!__; $ 37.85 CY $ 54.31 SY $ 74.85 SY GI -1 $ 132.48 SY Gl-17 $ 2.02 SY GI -1 $ 0.95 SY GI -1 $ 135.13 Each GI -2• $ 2.88 Each GI -21 $ 7.46 SY Gl-22 $ 788.26 Da, GI -2' $ 1,556.64 Acre ers} !GI -2< $ 85.18 HR !GI -25 $ 7.59 SY $ 8.33 SY $ 8.19 SY a, concrete _jGI -21! $ 44.16 SF Page 3 of 9 "KCC 27 A authorizes only one bond reduction. REFSH BOND QUANTITY WORKSHEET.XLS $ 9.49 SUBTOTAL SF Check out the DDES Web site at www.metrokc.gov/ddes ( Cost Unit prices updated: 02/12102 Version: 4122102 Report Date: 1123/2005 RI -6 Curb & Gutter, rolled RI -7 Curb & Gutter, vertical RI -8 Curb and Gutter, demolition and disoos IRI -9 RI -10 RI -11 RI -12 RI -13 Sealant, asohalt RI -14 Shoulder, AC, ( see AC road unit orice RI -15 Shoulder, aravel, 4" thick RI -16 Sidewalk, 4" thick RI -17 Sidewalk, 4" thick, demolition and disco RI -18 Sidewalk, 5" thick RI -19 Rl-20 RI -21 RI -22 for crosswalk )IRI -2' Rl-24 Page 4 of 9 "'KCC ~ thorizes only one bond reduction. REFBH b~,,D QUANTITY WORKSHEET.XLS ~,te Improvement t::3ond Quantity Worksheet ! $ 5.75 $ 1.38 $ 41.14 $ 30.03 $ 45.05 $ 13.27 $ 9.69 $ 13.58 $ 2.44 $ 2.56 $ 1.85 $ 1.69 $ 0.99 $ - $ 7.53 $ 30.52 $ 27.73 $ 34.94 $ 34.65 $ 85.28 $ 5.82 $ 2.38 $ 0.25 SUBTOTAL SY SY SY LF LF LF LF LF LF LF LF LF LF SY SY SY SY SY SY Each Each SF LF Check out the DDES Web SM at www.metrokc.gov/ddes .,,,,~!fyatil 1111~~iii""\'!t' Bond Reduction• c6~1 Unit prices update,... "2112/02 Vers ,122102 Report Date: o12312005 AC Overlay! 2" AC RS-3 AC Road, 2", 4" rock, First 2500 SY RS-4 AC Road, 2", 4" rock, Qty. over 2500SYI RS -5 AC Road, 3", 4" rock, First 2500 SY I RS -6 AC Road, 3", 4" rock, Qty. over 2500 S\1 RS -7 AC Road, 5", First 2500 SY I RS -8 AC Road~ Qty. Over 2500 SY RS-9 IAC Road~ First 2500 SY S -1 AC Road~ Qty. Over 2500 SY S -1 Asphalt Treated Base1 4" thick S -1 S -1 S -1 S -1 PCC Road, 6", no base, over 2500 SY "S -1 Thickened Edge RS -1 Page 5 of 9 ·Kee 27 A authorizes only one bond reduction. REF8H BOND QUANTITY WORKSHEET.XLS vile 111 l(JrOvt:r nE::, ll Be Quantity v'VorKsheet 7.39 $ 8.75 $ 17.24 $ 13.36 $ 19.69 $ 15.81 $ 14.57 $ 13.94 $ 16.76 $ 16.12 $ 9.21 $ 11.41 $ 7.53 $ 21.51 $ 21.87 $ 6.89 SUBTOTAL ",~;iiji~ 191'~1!/:l§!:l~ ' "~\j,c•,'y7&,,1,%£"'1z"'~ ,,,, SY SY SY SY SY SY SY SY SY SY SY SY SY SY SY SY LF Check out the DDES Web site at www.metrokc.gov/ddes Bond Reduction• :l>rMltli" ;~~~~~~~~;,~,I'"-;_,-. -.,--r'-.;..-~-----~ .Cost ; ,}U;Ost:ri;i~"!,.,..;,c Unit prices updated: 02/12/02 Version: 4/22/02 Report Date: 1/23/2005 ::;11e Improvement Bond Quantity Worksheet Bond -R&dUCtlon* Cost \,.i&,~t§®:~~~th~a?A~i~d\~'.@torate-d -pVc,ls:~M9,'prfhe es Soud pl~. SY D-2 240.74 I Each D-3 452.34 I Each D-4 $ 1,257.64 Each D-5 $ 1,433.59 Each D-6 $ 2,033.57 Each D-7 $ 436.52 FT D-8 $ 2,192.54 Each D-9 $ 486.53 FT D -10 $ 2,351.52 Each D-11 $ 536.54 FT D-12 $ 3,212.64 Each D-13 $ 692.21 FT Through.curb Inlet Framework (Add D -14 $ 366.09 Each Cleanout, PV_f, 4" D -15 $ 130.55 Each Cleanout, PVC, 6" D -16 $ 174.90 Each Cleanout, PVC, 8" D -17 $ 224.19 Each Culvert, PVC, 4" D -18 $ 8.64 LF Culvert, PVC, 6" D-19 $ 12.60 LF Culvert, PVC, 8" D-20 $ 13.33 LF Culvert, PVC, 12n D -21 $ 21.77 LF Culvert~MP.i. 8" D -22 $ 17.25 LF Culvert, CMP, 12" D • 23 $ 26.45 LF Culvert, CMP, 15" D-24 $ 32.73 LF Culvert, CMP, 18" D -25 $ 37.74 LF Culvert, CMP, 24" D -26 $ 53.33 LF Culvert, CMP, 30" D-27 $ 71.45 LF Culvert, CMP, 36" D-28 $ 112.11 LF Culvert, CMP, 48" D-29 $ 140.83 LF Culvert, CMP, 60" D -30 $ 235.45 LF Culvert, CMP, 72" D -31 $ 302.58 LF Page 6 of 9 SUBTOTAL Unit prices update~-~2112102 "'KCC 2 (horizes only one bond reduction. Ver, 1122/02 REF8H c ,0 QUANTITY WORKSHEET.XLS Check out the ODES Web~ ... at www.metrokc.gov/ddes Report Date ... .!312005 ~ne improvement Be : Quantity Worksheet Culve!f, Coner~~ a~ D -32 $ 21.02 LF Culvert, Concrete, 12" D -33 $ 30.05 LF Culvert, Concrete, 15" D -34 $ 37.34 LF Culvert! Concret~ 1 an D -35 $ 44.51 LF Culvert!__Concret~ 24" D -36 $ 61.07 LF Culvect.~'}9J_et~ 30" D • 37 $ 104.18 LF Culvert, CoQ_cret~ 36" D-38 $ 137.63 LF Culvert, Concrete, 42" D -39 $ 158.42 LF Culvert.1 Concret~ 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 D-48 $ 55.20 LF D -49 $ 8.08 CY D -50 $ 25.99 LF D-51 $ 22.60 LF D -52 $ 2.40 SY D -53 $ 74.75 HR D-54 $ 1,605.40 Each D -55 $ 14.01 SY D-56 $ 1,045.19 Each D-57 $ 1,095.56 Each D -58 $ 1,146.16 Each D -59 $ 39.08 CY 36" diameter D -60 $ 1,000.50 Each Trash Rack1 12" D -61 $ 211.97 Each Trash Rack1 15" D-62 $ 237.27 Each Trash Rack, 18" D -63 $ 268.89 Each D -64 $ 306.84 Each Trash Rack! 21" - Page 7 of 9 "KCC 27A authorizes only one bond reduction. REF8H BOND QUANTITY WORKSHEET.XLS SUBTOTAL Check out the ODES Web site at www.metrokc.gov/ddes -Bond Reduction• Cost Unit prices updated: 02/12/02 Version: 4/22/02 Report Date: 1/2312005 ~1te Improvement Bond Quantity Worksheet 2" AC, 2" ton course rock & 4" borrow I PL -1 $ 15.84 SY 2" AC, 1.5" toe course & 2.5" base coul PL· 2 $ 17.24 SY PL· 3 $ 4.55 SY course rock & 2.5" base cours~ PL -4 ! WI -1 Each Wl-2 SY Wl-3 CY WI -4 LF Wl-5 FT Wl-6 !!Y!...:.I. WI -8 !'.Y!...:!!. Wl-10 SUBTOTAL SUBTOTAL (SUM ALL PAGES): 30% CONTINGENCY & MOBILIZATION: Page 8 of 9 *KCC ~ thorizes only one bond reduction. REFBH ~-,lD QUANTITY WORKSHEET.XLS GRANDTOTAL: COLUMN: B C Check out the DDES Webs .. ~ at www.metrokc.gov/ddes B.ond Reduction.• --~·-· D E Unit prices update~ 02112102 Ver, 1122102 Report Date. ,12312005 Site Improvement Bond Quantity Worksheet Original bond computations prepared by: Name: PE Registration Number: Date: ____________ _ Firm Name: Tel.#: ___________ _ Address: Project No: ROAD IMPROVEMENTS & DRAINAGE FACILITIES FINANCIAL GUARANTEE REQUIREMENTS Stabilization/Erosion Sediment Control (ESC) Existing Right-of-Way Improvements Future Public Road Improvements & Drainage Facilitie Private Improvements Calculated Quantity Completed Total Right-of Way and/or Site Restoration Bond•, .. (First $7,500 of bond* shall be cash. Performance Bond" Amount (A+B+C+D) = TOTAL Reduced Performance Bond" Total ••• Maintenance/Defect Bond• Total (A) (B) (C) (D) $ 1 $ $ PERFORMANCE BONO• AMOUNT (A+B) _$"--------- (T) $ M1n1mum bond' amount 1s $1000 BONO· AMOUNT REQUIRED AT RECORDING OR TEMPORARY OCCUPANCY ... (E) $ TX 0.30_$;::_ _____ _ (T-E) $ Use la"'rg"'er'°'o"l"'I x"'3"'0"%"'o"r.,.( I'"'-~""""- OR NAME OF PERSON PREPARING BONO· REDUCTION: Date: * NOTE: The word "bond" as used in this document means any financial guarantee acceptable to King County. •• NOTE: KCC 27A authorizes right of way and site restoration bonds to be combined when both are required. PUBLIC ROAD & DRAINAGE MAINTENANCE/DEFECT BONO· (B+C) x 0.25 = ...;$:...... ______ _ The restoration requirement shall include the total cost for all TESC 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 KCC 27A, total bond amounts remaining after reduction shall not be less than 30% of the original amount (T) or as revised by major design changes. SURETY BONO RIDER NOTE: If a bond rider is used. minimum additional performance bond shall be ! $ i (C+D)-E REQUIRED BONO· AMOUNTS ARE SUBJECT TO REVIEW ANO MODIFICATION BY DOES Page 9 of 9 Check out the DDES Web site at www.metrokc.gov/ddes REFBH BOND QUANTITY WORKSHEET.XLS Unit prices updated: 02/12/02 Version: 4/22/02 Report Date: 1/23/2005 KING COUNTY, WASHINGTON. SURFACE WATER DESIGN MANUAL STORMWATER FACILITY SUMMARY SHEET Number -------- DOES Permit (provide one Stormwater Facility Summary Sheet per Natural Discharge Location) Overview: Project Name Downstream Drainage Basins Major Basin Name _____________ _ Immediate Basin Name ___________ _ Flow Control: Flow Control Facility Name/Number ______________ _ Facility Location ·---------------------------------- If none, Flow control provided in regional/shared facility (give location), ______________ _ No flow control required Exemption number General Facility Information: Type/Number of detention facilities: Type/Number of infiltration facilities: ___ ponds ponds vaults tanks --- tanks trenches --- Control Structure Location Type of Control Structure _____________ Number of Orifices/Restrictions Size of Orifice/Restriction: No. I ______ _ No. 2 ______ _ No. 3 ______ _ No. 4 ______ _ Flow Control Performance Standard ---------------- 2005 Surface Water Design Manual 1 1/1/05 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL Live Storage Volume ________ Depth _______ Volume Factor of Safety Number of Acres Served _________ _ Number of Lots _________ _ Dam Safety Regulations (Washington State Department of Ecology) Reservoir Volume above natural grade _______ _ Depth of Reservoir above natural grade ______ _ Facility Summary Sheet Sketch All detention, infiltration and water quality facilities must include a detailed sketch. (I I "xi 7" reduced size plan sheets may be used) 1/1/05 2005 Surface Water Design Manual '2 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL Water Quality: Type/Number of water quality facilities/BMPs: biofiltration swale large) above --- (regular/wet/ or continuous inflow) large) ---combined detention/wetpond (wetpond portion basic or large) combined detention/wetvault --- ---filter strip ---flow dispersion ___ farm management plan ___ landscape management plan oil/water separator --- (baffle or coalescing plate) Liner? ---------- catch basin inserts: --- --- --- ___ saµd filter (basic or large) ___ sand filter, linear (basic or ___ sand filter vault (basic or sand bed depth ___ (inches) stormwater wetland storm filter ___ wetpond (basic or large) wetvault --- ---ls facility Lined? If so, what marker is used Manufacturer ____________________ _ ___ pre-settling pond ___ pre-settling structure: Manufacturer '------------------ ___ high flow bypass structure ( e.g., flow-splitter catch basin) source controls --- Design Information Water Quality design flow ____________ _ Water Quality treated volume (sandfilter) ________ _ Water Quality storage volume (wetpool) _______ _ Facility Summary Sheet Sketch 2005 Surface Water Design Manual 1/1/05 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL All detention, infiltration and water quality facilities must include a detailed sketch. ( 11 "x 17" reduced size plan sheets may be used) 1/1/05 2005 Surface Water Design Manual After Recording return to: DECLARATION OF COVENANT AND GRANT OF EASEMENT IN CON SID ERA TION of the approved King County __________ _ permit for application No. __________ relating to real property described as follows: ______________________________ _ The undersigned as Grantor(s), declares that the above described property is hereby subject to an easement for a system of stormwater facilities and BMPs, and hereby dedicates, covenants and agrees as follows: 1. King County shall have the right to ingress and egress over those portions not contained in Exhibit "A" to access such easement area for inspection of and to reasonably monitor the performance, operational flows, or defects in accordance with and [ as presented in King County Code Section 9.04.120]. 2. If King County determines that maintenance or repair work is required to be done to the system, the Director of the Water and Land Resources Division of the King County Department of Natural Resources _shall give notice of the specific maintenance and/or repair work required pursuant to K.C.C 9.04.120. The Director shall also s_et a reasonable time in which such work is to be completed by the Grantor(s), its heirs or assigns. If the above required maintenance or repair is not completed with the time set by the Director, the County may perform the required maintenance or repair. Written notice will be sent to the Grantor(s) stating the County's intention to perform such maintenance. Maintenance work will not commence until at least seven (7) days after such notice is mailed. If, within the sole discretion of the Water and Land Resources Division Director, there exists an imminent or present danger, said seven (7) day notice period will be waived and maintenance and/or repair work will begin immediately. 3. If at any time King County reasonably determines that any existing drainage facility or flow control BMP creates any of the conditions listed in K.C.C. 9.04.130 and herein incorporated by reference, the Water and Land Resources Division Director may take measures specified therein. 4. The Grantor(s) shall assume all responsibility for the cost of any maintenance and for repairs to the system. Such responsibility shall include reimbursement to the County within thirty (30) days of the receipt of the invoice for any such work performed. Overdue payments will require payment of interest at the current legal rate as liquidated damages. If legal action ensues, the prevailing party is entitled to costs or fees 5. The Grantor(s) is (are) hereby required to obtain written approval from the Water and Land Resources Division Director of the King County Department of Natural Resources prior to filling, piping, cutting, or removing vegetation ( except in routine landscape maintenance) in open vegetated drainage facilities (such as swales, channels, ditches, ponds, etc.), or performing any alterations or modifications to the drainage facilities contained within said drainage easement. Any notice or consent required to be given or otherwise provided for by the provisions of this Agreement shall be effective upon personal delivery, or three (3) days after mailing by Certified Mail, return receipt requested. 2 6. This agreement constitutes the entire agreement between the parties, and supercedes all prior discussions, negotiations, and all agreements whatsoever whether oral or written. This covenant is intended to protect the value and desirability of the real property described above, and shall insure to the benefit of all the citizens of King County, and shall be binding on all heirs, successors and assigns. OWNER OWNER ST A TE OF WASHINGTON ) COUNTY OF KING )ss. On this day personally appeared before me: --------------------'tome 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 voluntacy act and deed, for the uses and purposes therein stated. Given under my hand and official seal this __ day of _______ , 20_ Printed name Notacy Public in and for the State of Washington, residing at _____________ _ My appointment expires ________ _ 3 PROJECT NUMBER PROJECT NAME: .--, ~ r· I ; I ··:1--• --'/~•-'.' 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Cl 2001 Navi{J&hon Technologies All rights reserved Thts data 1nciudes 1nformab0n taken with permiulon from canadian authoritiet1 C Her Ma,esty the Queen in Right of canada u -- E " E~ a == " -:: ~-. c; o~ QJ; '::, ..":'i "'~ tu ~ \ \ V '*:~~--u. ~ .. , 0 l in ~ \ '""" '"' '· ,- d> ""-,-.. ~':::::_ ~- 'J ._'\ ' l >c) ~ ~ \I " i1 <J::· t; <::si ~ I~ "'-.. B:.:S ~ ~ /,!_ 0 w ! z:::;;: £ ~ ~ a ii: " "' "' .. ~ l':tHflJ_)flt!l~ 1 lf\1·, ·\3/\\Jl'S l C . \ \ ,, i; II \ . ,. ·I " ~i · 1 l i ©t !~ ~~ '·' : . \ \)\ \ '· \. \ ,. '.·( H\ \\ I I ! ·; ',. l i ~--... •\: I I ., 'i \ \ . ,_ • SNOISv.nl i ' ', '' \ I ' 1 i < .. j s.:.: .,, '1 \ ' '· } 'fl ) "" i } • ~ I ;: \ ... iii ii~ ,~, • J < " ' . -r-:. ' .. ;.. r'-.. 1·-.~ ' . \ '":, > -.::.1 . - -~ • !I a l ~ • i I • ! ~ It ~! ~ " ~ • • ~ ,~ i ~~ . > • a ~ ~ • < ~ ~ • ! 0 • • i ! ~ • I I I I I I I ¢>I I I •I I I •1 I I I I I I I I I I I I Ill I II II I I I 11 I I I I I I I i I i f-~-+-j I • I • I I I I I II I I II I I I I !ii I I I I ~ I I ! I I I I ' I I ~ L T -T I I I 1111111111111 I L I : ~ ~ ~ i 11 I \ 1 I 'N01ldllr.>S30 • 1 ~ • i • ; I iii CONCRETE TECHNOLOGY CORPORATION DIMENSIONS FOR DETAILING 121/2 11 HOLLOW CORE SLAB 3·.,01,~· 11''2" 11 '12· 6" 6" i1 1 /2" ' .... i r-lt/,6' 211~· I i I ' ' ' II ' ·, I . , ... · I ·• I I · ~i ) ~ ~1!/!'-~ ~ T ~ "' .. )'-.. I /{ .·11 __ ,_ I l7/16" '' I I I ill t 1. I 11· 11 112· 11 112· 11· I I I 17/16' . ~,,w . ., (4'-0" Nominal Width) SPAN-LOAD TABLE Effective Prestress (KIPS} 70.7 n.7 101.3 124.8 148.4 172.0 195.5 219. 1 242.7 ALLOWABLE SUPERIMPOSED LOAD in pounds per square foot No. of 1/2" .. STRANDS 3 4 5 6 7 8 9 10 11 28 78 126 174 221 267 307 343 378' 413 1 32 44 80 117 153 186 216 243 270 297 36 20 49 78 106 129 153 174 195 217 SIMPLE SPAN In feet 40 26 50 70 89 108 125 142 160 44 27 43 59 74 89 103 117 48 23" 36 49 61 73 85 52 56 29 40 ! 23" 50 I 31 • 60 I 40 SECTION PROPERTIES (with shear keys grouted) A =313in2 I =6136,n• NOTES, Z 1 = 1019 in3 Y1 = 6.02 in Zs = 947 in 3 Y, : 6.48 in w =84ps! 60 24" 1. The values gi1,1en in this table are based on hollow core slabs without shear reinforcement. Superscripts (1, 2. etc.) following values in the table indicate the number of tilted voids required at the ends of slabs to develop the allowable superimposed load. See page 2. "SHE.AW !or discussion. 2. Asterisk n following values in the table indicate that the total deflection under all loads is greater than U360 but less than u,ao. 3. Interpolation between values is acceptable. Do not ex1rapalate values into the blank spaces a! the table. 4. These Span-Load Tables are intended as an aid to preliminary sizing. Sound engineering 1udgement is required far the application al this information lo specific design cases. COf\lCRETE TECHNOLOGY CORPORATIOf\l l:'. "," UL TRASPA.'l HS20-44 ~ 14 -~~~~~~~~~~~~~~~~~~~~ 12 .!.. · This Soan-Load Table is intended is an :ud to· prel.im.riiary si:Dng only, md must be interpreted using sound engineenng Judgment. · :€10 C( ·--------------------------------------------. -----·; w ;, 0 u -' i5 "' u. 0 >-:[ Q ' w I :[ 4 ---- ! 2 f(-·---···- 1' a 13 15 17 19 GENER.U NOTES l. N'o Traffic Impact ::.. No Concrrtc: Topping 3. Co~:.:nr:ited Loads Distnbmcd IJ''el' rna."t. ;;if J siabs & over a:rea. per A.A.SITTO 6.-1-l -l-. In :J.bsi:ru;~ ai :.oil ,;aver, 21 J'_O( mirumum ;anoetc topping or ,s· l.Cltai base & .15phalt is ~uired. . ------------------. -------------·----: 23 25 27 29 31 33 35 37 CLE.SR SPAN (ft) I I CHA.e:_T NOTE5: \. [xj .. Number oi $U'illlds required. ~-Oear Span"' 'i, BTg to 'f.Brg. j_ Knee Wail Line• Ma.>t Allowable~ under given soil deptb: without Ul.e use ai :1 lcilce wall :1t manhole opetungs. ~ DO NOT ~'([J"Jpciate beyond the bounds sho"'-n an this chatt. MANL!'ACTURERS CF PRESffiESSED CONCREiE • TACOMA. WASHINGTON V C E -a -; C 0 (lJ; i "'i "' ~ ~ <C- -~ ffi I I I I "'§ ~.~ I!; 1 l ~ ~ ;\;. \j ~ :'tJ Lu c::.\ t c 1'1.'1 · i I JI!, ,1,' 1: in;,-,.,, '(7 ', \0/, 1ti>JflJ .Jll~l~ 'lr11 l-·A3/UJ/i~ ' ! "' 1,(\ I l ., r.-, \) IV I )_ ii ii 'I l "\ l "1 I ,1\ ',/ \ ·' I\/ I I \ ,. I \ '' I ' ' ' 1 ,;1 ) I I I I ' : ; ' 'I -' ,,t11 l ' ',;\ , , " I I .\ ·., j .: I './i ', i '!; 0'.11 , I lf I I }' ,,. I <,\' I '-i \ I l ) '1 ·1 • I' . , '(1 ·q I I '-\ ,-·. I 1.1.\' l}l! ·111 ·1 · .' ' ' ' l) -. \ '·l ' ,, ,~\ ·-1 I• \\i\ . 1.\, . , , -, ·.1\ . :.'. '\ I .. , 133HS to ) :1,1 IA!d [{J SNOISIA3ij '3J.YO i () ! I ' · .9i r. ,, I . u I .\I . I ~ l ' L1: ... ,,,, .j • \ 1 ,3 4 \ 4\ --l n: ~----. I , ') -' I ,.u . ,1 I (\ ·_,. :3 . {) - I/' ( ' "·1:, L' ·1 1 <J ll ... \.. ,. (.>,_• f rf1 ·- (1 I -f rl.\ / .~ / f\, I .1,';\~1/ ·o/ r/ ··-' / N' «yl l'.'cJlllJ/IH1-~ -111,J) ,\~/,!:Ill~ ,u1 wn1eaoa9 -11111 ,, ' i , . I 1 I \ ' { ' ' I \ ' I\ ' I , I\ ' ' ~ , ' \ (, --._,,,· j I I I ._ftt r,/-.o l33HS 0 !'(\ T ,I I "l 't0 -- --~ ,,. SNOISll\3a \, 0 x a -;:z :::, 0 /\/f/1/ fUC'l(~;A:J/irX!:) (/ :NQUdl~OS:Kl :)JI l't/1t(l1Jfl:ljl~-11111J-A.:lAdllS ·--·• JUI wnieaoa9 (i,r,O II ft; (~3HS SNOISlh3Y I :NQUdl~OS3< \ \ (k e ~ ! ' ~ , r--. ~ ' ' ' ' ' L0 ~1 ... 0 i ~ ?; J~J {,0/ C) l~ )I.. (\ ~~ t ,.!) ~£ -~~ ,,,ZI l\i,!fll)llHJ.~ 'lf\l.) A3/\~!IS '"I wn:ieaoa9 IPJ 1111 \ -I \ ~o /f: l33HS I -~ ' 01 ~ ~ . i ~ + \ I ~ ~ '-."' \ ~ 1 j ] ~ ~ ~ -~ SHOIS11\311 ~hc/-3 .,~ • , . . j ..,j d 3 I 0 .~·· \ \-- L. ,1 ~~- \j t;l \' 0 __ ,, ______ _ --1------ C) _, • • I • SNOISl/\3~ \._ ' ,I :::!:' \_ ' _______ , ~----~. ' .. .. .. . \ ' 'N0U.dlll~S30 i I _, ilJ ' -~'1 ~ ~ \)~\I eel J --1 ~ ,Ji '-..__ (:, I -(. ~I / '---.\ 1' --' ~ ~ 0--~ 6 \;>- i \JI ., \\ \) '::t <(' -~ PRo.ECT NUMBER: DESCRIPTION: (--) , __ --1·,f--\;;;--;::, -' r \' \\ ,~ ci' --··-r _). .c: c-.) 1T-~ ii - r ;~ (~ ,~ T::, & ,- c .-, ? C ~ ·-o £ 7 , ....... ~ / .___ -~ l-/ ............... PRMCT IWlf . l i/i/liJ J if'il,y \/Aur t}-r)-h: , ' _, ' "1~-r \j" r-\";, ·r·· i .. (~-:iJ ' ~-/10· t 11·)· ,i -----------------' ______ --: , •. -.... [" _l~~-,~--~-~-==-~--: __ _L.-=::~l--~!: ! ' . ~' -4)K ~-. SI Ill ,---itt-~' --;I+------------------c:·----------\ -- l ~ •. _ _I . -( . ( --., -\h •,-. -I "' --:-~ ~ 1 __ ¥ -~·-~~-~ 9 ,-(,, ' -f-~ \ (' (:1 _' ) , '\.l_t_, \I\ 41 /(x::-co, __ _ -0 Ci'·,r,('i ' A ~' J --.-," r_;;., ;i'\ ;,. \~-~~-. ~ . . -\ I \.. \ J ' ) 1·\ ii\ :I) ,·-s' ~ I , -·0: -f ,-------T----,\,-~··1·--------,-1-: ' . r---L, 1 I r--\ :u ~-I ,, I l"l?--.'1 t ',, 1'11_. -,, . \ \ )\ ':, I l it-v ,,-- -Ti \1'Jl -~~ I 1<-~:1;_· , h r-! \! \~ \i' I 1,·-. "': · '1 I p \P I -J. ' L:;8:i I · ;1 I .. ' ~ .,. / ! \, l7 ~ . ·',,··· -l (1, c-. -- . '. -i~ -~ ~ ' ., =111 -1---1----------- -~ -~ r~-=, C. 1'"~ $ i:_}<. ~ 01:· ~ • ·, :i t\i1~ ' ~ 6' t.. X. 'I <:;>q . 0 ~~ r-:, \}1 I'- ~ ~ ~ ~ A'., \\1 I ).).-I{\ '·--1v (} i , W r"" I fl\ ' '<» __ ...____ __ . ;~ . ~ ~-i l---------l . C) -.. ~ ("") A I \ , I I I J-\ J-), \II , \ \ I ,- ' C ._/\ .. \ \' . \'' I ' -) ' \~1 . \ ~ ii\ I J -< _, ))Ptl-1 SHEET ;::,: . ,1... a OF .-).,:-1 GeoDatum Inc SURV['I (1\/IL-STRU(TllR!l,l .l·ltHV Lk·t'(c•luµn1ct,I 1/iull,-., :rurr II 111,•wrio/" ' I ~n /vlO} I i1;1e1n1Jnill~ ('; f· --\ '-.! \ \,, -1 I I\ I I _ (~· ... --,) ,.···;. / "7 ,,, JO ' )·· \, -.~ ~ J.33HS ' \ •' ., -t )' ~,--+ !./.... I'('\~'. t') \~ in IL . :t; w. ' > -J_--\'.-. ' ~%. 1~ (LI$ &CJ ~ .,,_ ~ id' l -w-- I ,J -,, ~i ( t ( ) ~ ·,_ C) • ' ( '1 . / ..... ( I -·----.------ ' .. -,----------., :NOLldlMOS30 ~ ' 9 -a ~j >< .. ~~ f :>~ 5--· .. j . .-----,, • C.:.?. CONCRElE -~ BY OTHERS 1'-6" 6" \J " " , f5 IN EA. VOID / BY OTHERS I f' r , I I I ! I t, '~~,-' ,0~;-; '.I I I I I I , G"I : : I 11_.1_-11-r ~ 1 :: 11T:: 1 :n :::. I I I I l I I I '..i-, 11 II II 'l<----=t~~~~~~ 1 1 11 11 11 11 11 i J 11 11 11 J I I J 11 11 111 11 11 1 11 11 11 1 11 11 ~ '--15 IN EA. VOIO BY OTHERS 'S-0" REINFORCING o 2'-0"o.c. BY OiHERS OETI\IL (I') rf ] ....... ,44tc-· : ..... '[ > .... ~ .. ~-..:-: ·<.J J r·::. :>:~.: .. ~.· POUR SLOT BY CTC 0 2'-0"o.c. I. 2·-0· TYP. 0 VOID~ j '--114•xlta• CONT. BRG. STRIP, EA. SIDE, BY CTC W/ POUR SLOTS C.I.P. WALL~u- BY OTHERS k \' 1Qn ,I< 3" BRG. EA. SIDE SECllOli@ 11·-o• PLACEMENT OF REINFORCING AT CONCRETE WALL JUNCTURES Horizontal bars for "'Olis 1o1ith a double curtain of reinforcemant ,hall b& placed nearesl face ot concrete wall unlo~! olher...,,~...,) 1·#',u . . • ,_ I-#~ s:: ' 1---- ' .. . . ·. I-ll':> -·~h Horizontal bars for 1o1olla with a sin~le curtain of reinfon:ement shall be neor outer face of wall unless otherwise shown or noted ~- t-# $" m1 1 •• 5 .. " iJ ';I ~ -1 ~· ~ • I ~ ·1 -,, ' I' I ~24 bar dio, or 12"min. (lyp.) t-,11-~ 1-#5 I-ii< 5° fliz:,. 6-9. Pion vl•w showing fypkal wall relnforcement d~taU1. PLAN VIEW u E < E ~ , a =~ ...., ;:_ - re " ct o': ; a,~ . s'f~~ ~ \\f "' I ·~ 0: !s i -~ ~-1 ~· ~· "' :-; ., . ~ ~ '-~ ~ "'; \ ~it 0 S- i ···- ~ ~ "' ", d ~ ~ i & ;~ i 5 .e • ~,·~ ~-• IJ '?:I o.s "l? :€ j\) ~ ? ?:- ·~ -(' u>~ ~ .£ \I --C a r. s .~ :{ ~ 0 ~ ~ ..._ I. 1\ '- • '1. J /0., l~\i ,x :;, YT f' ·.~ . ~ . ' ' ,..._, ~,~, r=-, ~r I I.:;( ~ -1~,b -i~ ~~7'11=~~~~--J ')f I ' ... . _r./1 z_ ' ' ~ ;t • . --r-, '' LJ ... ,_ .. "" r 1( .:%= V\ x I;;\' n 1 r, 'sl' ~-£.c~ ~~ f"c ""\) ' . ' • , • • . -- ~ =t u rill:1~ *-~ n ~:': ..:::::I ~ ~!~ f 3 ~ ~ -\ }, . (!) . ""' /r. PROJECT NUMBER: ,i'Ro.iECT NAM1ij-.. • ~ 7;.Jt>, ,/) .. 'BY'it,i th,," !Cl'tf~lA .... . VJ-r· rt.Ar ,,1~,.,~'r' REVISIONS SHEET .=s.5· a DESCRIPTION: J /) ' Dt-:'1::;;1 r J/(J1,_) VtJ-J/lf-//c;~'f,1·/ld ?-1 I,~)> t1) ).) . V ,4","-9 A/., OF_ .'f .r) -re. ... ~ ' . . GeoDatum Inc S1IPVEY Ci\11,-)TRll(_T\lflAl /.{,_11y [ le' 1,,_, ,l{)/)/l Ir '/ I ' ,I /JI r >I ' l'<tl:lfll)f\'1:11~ ll/l.l)-,\]A'IJl15 !~ '"1 wn:a.eaoa9 JO a ~ -.. h .1. ( I \ • '' f .i '1 ' \ ,,, --1c / '.· J.3;iHS • . . ' _,_.' -... ~'-· f ... ,,.. I"·~~·,. . Vrli/. I,• ::.K.[ J!:'O-f;f1 /VO(!,fl/:zt tl(~ (\. ~; F~ V) 'N0LldlH:>S30 • , .. ,("(/_/ 111awc101,1,,,,o ,1,1011 I '<f U 11 l J I l 111 'i -1 I 11 I _) -A ) /\ II fl S '"I wn:ieaoa9 m SNOIS11\3H • < . r~ : '·' .,. :1 '·+,'-'"V c/?tir·}p ..J7 t'L{i' /1 ,w-.Q if i<;;;.;;;;J 0 • ·1 'J lJ 11 1 _) /l ll .l ~ I I /, I _J A ·1 /\ () 11) (7(tuc;r c:~)c~4, -;'r1(cJOf!:i, {) ,. J; ,-4111 /V-0 <.Jt!£1J2.0 'N01ld1H~S3CI ~'.5 ~-ci:;; l33HS 'alJMI '- • • • a WF 20 ------- ANGLE FRAME..,,.._ No. 5610 ·-....._ 8n X 4" X 1h'' ... !130 lh<,. a WF 3~. 4 Lifting Eyes • • • (l~-sj tc·.,11·· -"---~ ~--,,,.,. 5610 Grate and Frame // S 1618 E Main. P~yatlup, Wesh1ng1on 98372-3142 V Phone: (Z53) 848-1551 J Fax: (253) 845-0292 ----------· ---····------·------· f.--1 I I.I •• !8" .24 11 ,36" I 1· 10 s· 2' 1Q 5' 5" ··, 1 ccncent :::-ic C.l'ltle availahla, r...hen specified 12 [Tyo.) 1,:.:.-· --,J 1_'[; ·::: I .. > -. ·1 •'t,'· ·. -. _...,_ . . ,:·.· . . ' -(\_ .::·: ii('. ~::: !\ 1:. I"' ,:.:'. I_.,.- ':: :· . .' : ·.-I ~ ::~· !~ (: . ~ .·~ : ~,-.,------1'·. ,::.I \ j i' ·. : :I '-" J'. • ' 1.:: •• Confined Gasket Joint ~s· •a· s·l- i·--48" PRE-CAST [ MANHOLE FLATTOP SLAB REINFORCING · #5 c.,tormed rabar • Round Or Rectangular center, stock item. MANHOLE WALL REINFORCIN( Minimum 0.120 sq. in./llnear ft. Separated base slab, stock item. BASE SLAB REINFORCING -0.19 ~q. in./linear ft. in both direction. HOLE OR K.O. DIMENSIONS Maximun hole size Is 36" 8" Minim~m distance between holes. 2" Diameter li!tlng holes prcvideQ. CONFORMS TO: ASTM C478 Manhole ASTM C443 Rubber Gasket Joints Washinton State APW A/WSDOT (Standard Speclfcatlona). · Seat11e Engineering Dept. for Reinforcing when required. Type 200. I Seattle -WSllT ll-23a, B-23c Prlc•• F.0,8. wttl'lin 50 milaa in 1ruek and ir1t1•r ciuantlthts wMr4 11ce4sslble :.inder awn power \Jf'llcadlng on l,nilt• Ynder 12.000 Iba. P1gt·iil:I Returned 11.•m• ara subJ•et to & 1S"1t mlr.tmum reatock charge. Prices sutlJect to chen,;e without notice. P~lc• list 9lteclive January 1. 1997 i "' ! ~ e:[\ 'l,::, ~ IE -------------·· -___ ,, ____ _ --··-----lie w ! I ~ ii: " i u -E < =~ -= --" ..., ; re Q; o: a.,; \:, ~ j~ 0 ~ v . ,..) ! O\ Q . ~ 4 ~ \}" il...1 ,.... ,... ~ <:'-\ \{'· ~ 1 § 6 e .§ , • DETENTION TANK STRUCTURAL NOTES CODE: 2006 International Building Code (!BC) LIVE LOADS: Vault Lid: Vehicle: HS 20-44; 300 psfUniform; Vactor Truck (worst Case of3) Soil: I 20 psf ( 3 feet Max) Other None Lateral Earth: 35 pcf Equivalent Fluid Pressure (EFP) + 100 psfuniform for restrained walls + 2' surcharge for traffic Loads FOUNDATION: Soils Report Available: No Firm: Number/Date: Design bearing pressure is 1500 psf. All footings shall bear on undisturbed earth or compacted fill and shall extent to firm bearing when poor bearing is encountered at elevations shown. Minimum distance of bottom of exterior footing in the direction of exterior finish grade shall be eighteen (18) inches. POURED-IN-PLACE CONCRETE: Design concrete f'c = 4000 psi. In lieu ofa 4000 psi. design mix (batch plant) that must be supplied to and approved by the structural engineer of record, it is acceptable to use a minimum of six and one-half(6 1/2) sacks of cement per cubic yard of concrete and a maximum of five and three-quarters (5 3/4) gallons of water per ninety-four (94) pound sack of cement (4000 psi. mix). Special inspection of the concrete (cylinder testing) is required in either case. Concrete protection for reinforcing: Bottom of footings: Wall exposed to earth: Wall exposed to weather: Wall inside face: Slabs: Beams and Columns (to ties): 3" 2" 1-Vi'' 3f4" 3,4" 1-'h:" All concrete in footings and walls, slabs and beams shall be poured in a monolithic pour unless shown otherwise or approved by the structural engineer of record prior to pouring. Aluminum conduit and accessories shall not be embedded in concrete. REINFORCING STEEL: Deformed billet steel ASTM A-615, Grade 60, fs = 24,000 psi. unless noted otherwise on the plans. Lap all splices a minimum of 40 bar diameters. Provide elbow bars at wall corners and intersections to splice horizontal bars. Provide two #5 bars around all openings with a minimum dimension of eleven (11) inches or greater in walls and slabs. Extend the bars 2' -0" beyond openings or as far as possible and hook. Provide one #5 X 4' -0" center diagonal bar at corners. Any welded wire fabric (WWF) shall conform to ASTM 185. WWF shall be lapped one crosswire plus two inches (i.e., 8" for 6X6 mesh) . Reinforcing placing drawings shall be prepared by a qualified detailer in accordance with the most current AC! detailing manual. Submit placing plans to the structural engineer of record prior to fabrication. Any Grade 60 steel requiring bends shall be shop bent only (preheating is required). Cold field bending is allowed only for Grade 40 rebar. All ASTM A-615 (Grade 60) rebar shall be welded according to the most current edition of the American Welding Society (AWS) Dl2. l-75, "Reinforcing Steel Welding Code". Specifically, E90 electrodes shall be used, and the base metal shall be preheated to the temperature specified in the above reference. No weld shall be made within six (6) bar diameters of any bend. All welders must be W ABO certified. STRUCTURAL AND MISCELLANEOUS STEEL: Structural steel, ASTM A-36, Fb = 24,000 psi. maximum. All welds shall be 3/16" minimum continuous fillet welds using AWS Class E70 electrodes unless otherwise noted. All welding shall be performed by welders certified by W ABO or equal. All fabrication and erection shall be in accordance with the latest edition of the AJSC "Specification for the Design, Fabrication, and Erection of Structural Steel for Buildings". SPECIAL INSPECTION REQUIRED FOR: All concrete where the required j'c exceeds 2500 psi.; Reinforcing steel placement in footings, walls and slabs; Anv welded connections; A,ry Epoxied connections. MISCELLANEOUS: Contractor shall verify all dimensions and conditions in the field. Verify the size and location of all openings in the floor, roof and walls with architectural, mechanical and electrical drawings. Provide temporary bracing as required until all permanent connections and stiffeners have been installed. Do not backfill detention tank walls until hollow core plank grout/poured concrete has cured for a minimum of28 days. Do not compact the wall backfill with a dozer. The weight of the dozer near the wall could cause the concrete wall to crack or fail. Follow the recommendations of the soils report. VACTOR TRUCK LOADING: r;: ----1-,..,.---7-3/ ps r erPEc..r1 VIZ- _____ A-Too EE I Cr.1~ I _ 11' 52, Zot::>,J;t ) 8:CJ't -1 nn m I I 1° 'ro~ ""' \[\ \4 " •,0 L ____ l 10· R ,_ 8 \ l2/3C0d- E}r5Et) O,<./ pt)~l"Ej;) 69'9:Xx::/Jc 6Y7,,(} c27' u E E a~: o-> ~' 3_ J ) c, (1,1 ; t c,~ ~ iit *1; -~· -' :c ' ~ .. 0 . \ € ~ ~ i I .....::· t S; ,J ~~ (S S# r.;;_ "- '(~! ~ {'; i ~a~ I " • • • ~0§_5~ W:.ZSCO l(G ~~@§UWra[Q) MA~ 2 5 7nnq K.C. D.D.E.S. Jt:"::;.._, ~'1f-, .... ---=:, :.:.,.-I ~ TRM5f!ION TC ASPHALT9,IO..UIDl. SC[-.._ naJJC 3-014, 91(£'1 C7 --et------- :.::J 0 SE 192ND ST. !--- 511"32':.0"E 12S.OO' m, . ..v~ S'Tt.. tl)t.tl,:20, 20.51' LT, ,_. 513.7' E M0.7J r-: r--------------~ !:! I 4" l'EJIF PVC I 1 / fCI01'NC -I " "'"' r-!lll-24 / 1(-.14 VllULt a, .. 1'Tl"l 2 ..... 111111 AYl. STA. :z,+e.M, 71.H' Lt. !Dm CCUltl 'STA. lo+~ 21.W LT,~ .. 512.t:I . lt'.51Jl'.llll I 'ST"-ID+GII. t flf M)CEIS IIO,IOaSIA. 22+1:ul' 1Mll1 /1.'IE. ~ -~----m7;::~ STA. 2:2+t,U1, ~--ll. ~ .,,, ... ,.. I I - m ,...,, SEE DCIM.. 9U'T c::a Sf.I, :a:,.70.<IO. 17..ll' LT. -MUI ·- I bl~ !I!§ I <i I j!, !! ! ! • a ~I : . ' ' b i:li ti." i<!: -t: ~-1 i'!1i lbl ::·· ,. Ii h·: ~ i\ I '. y hi '.• I I I I I I ~.,O'~GIUl,1[ --,,~ L~~--- -~---- Dl"1Dt1D1/'W.UDI Cl!AU1T 'l•ULl 174' X 11.83° X ,,.:.· • \ IE ... (AU.) !IOll.8 . "'"""" !iO'. l)l[TM. !illEV al ----------------1· '\ ,.-: g.~i CPU' $D ; 1Sl11f'~IIO ,ii \ • 22.ml 1i r ~·\CIJ.N.ET J' ~ 12+14.17. 17JJ/ll ltT. I ~---------J ~~-------------- \ ce2,f"'1:~ -SL-1 llA. ll+4&M \ ... O!o.1:1 ' . """ ' bl,. f"'1: 1 \\~f=-~~--- STRUCTURAL CALCULATIONS AND DETAILS BAPLA SHORT PLAT DETENTION VAULT 19230 -116TH Ave. SE Renton, WA 98058 Ii ! (~t'l<J;;.J~ <C'~~. )> ,q;;. ·~ i~ ' z -r.::+t'TE::... ,2.;13/:;a ) ~~ ?f/~4,o V - C s:: ~ -~~ We I;; !I! ., ~ ,ill 'ill a: 2 { r,._ '. '>:z ~ i1 ~ ,Ii IE CG ! If i0 't, ~ ~ ~~ f;: i Q a,; ""~ ,-. .'~} ·-..;;.~\ ~~ ::.· • Boeing Longacre~ lndusUial Pan, StN 27th St '181 ·,r \ ~\', ', \1 ' '\\ ', 'I'. ' \ ', \,·1':_ Renton \ i; ... i: "" ::, ... StN 34th St I ' .., I! a:: / I/ ' Washington, United States, North America ls \ ~ w SE 164th St 1/J "' > <(. W. .c ' (/) M· -Q) -~ -.c w 1/J .. > <( .c in SE 164th St w 1/J ., > <( :Renton ,:;: Parr- ~ F airwoo/1'-<-airwoS. Golf and \. Country Club 'f.' j / f i . . sw•,41st1 Sl' ha11ey,-- ~ "' --w "' SE p&frov;r; SE Sky ~rt 176th SI F.<I (/) "' ----SE cJt>~ s·tso!ti~w:~::::-::: :::_ ___ ::_?':~ i~:1 ---.eois . h I ·--.!!!. ::::_-,. ,,.,~, SE 180th St -. -~ J!->,= ! ]: , , .. , 1,.,·'-· l<;LjJJllbU,A\/e>,t:,Kernm, ··· 1,ll:I ti> ~ . . . ·-SE ,;ttBttr'St~~ 19230 116th Ave SE II) ~~ I ~ "1~ ~ ~,, , :~ .. -: .S'~'St> ~ ... ~: ;. ~=~'(/) !I) ·==>=_:,~- <( ' :::--_--,e-;:;·_;_=::-::: c __ m ___ --- 1· t; ,.-'!!,---., All '=~ 25 _____ m '.,o-:-:_:::: ~--t92nd,'81,,,'cl -.,.-,_ ''-UJ":SE-=:i:9200.sf.__. 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C Sf: 224th St "' SE 224th St M - 0.5 1 1.5 2 Cl Cop~ight 2001 by Geographic Data Technology, Inc. All lights reserved. Cl 2001 Navigation TechnolOgies. All rights mser.oed. Thi$ data includes infomiatiori ~ken with permission from Canadian authorities Cl Her Mate9lY the Queen in Righi ol caned a. u C E a ~c Q > - 0 ~ 8 ,l; i ~ "" "-,:<\ ',. ·-' I iW~ ·~ ',. ,- c(,:- "<. ~ I~~ J: \ " '-l "~ ~ \ ~ (l -· ';.. i~ ~· z ~ t; c QJ? ~~. , ' ~J '"' ti:': ~'i-' t 0 i~ ,,..____ 1:-. --~ ffi ~ m !~ ,. i ,t; ; "' l;l J!1 PROJECT NUMBER: iDESCRIPTION: ',-, ... --,,,.- ~. ·. , ! ----4:. :c;l'°,i/ I / ) <;,~ \ .. -·-·r (~>-~ ·;~: d ! • • li\ ' I'>. ) ."· ~) I I 11 I I I \I Ii I I -'-I ,I '. ii I I ~ ~ I ~ ~ . I I I i!h~i ~! ' t i. • \'::, ~ \;,:':. \~ \ ,,> \ . 'q l, " '1 I l .~--. ) ; ··; ~! I 1111 I I I 111 I I I 11 I I I ..L - ~ I I ' I i I I ~ I t1· I ~ I 11111111111 ! : ~I " I • I ;-+-~--1 ! I I I I I I I I ,.., ! !ii 1.~i •, ·, ;! ' i i. i. !!i ii ii ••• ~§ 11 •• I~ c:: ~, I ~ , ' : r .:..·~ J "· s:. ' :"-~1 - I I I I I 111 I I I 1lj [I I I I I I I I I 1, I 1• I } I <I> I I\ I I I I I i ~ • e • i • ~ ~ • i ~'i _, • Fri: 'l 1~ \ \' ., . . •• !I I~ > H PROJECT NAME: _,.,. , ~- 'f-';,A • 1 ·'/ .. ,' ~?/'l·n~f-1k i'< i • i I ~ . f ;~ ~e m~ ffl I I I I I I , ! A<,("',;-'~~ r ~ ~~ ; \ . . ,. ·---.,~ "-' ·• ~-~ ~,:.. ~ ,_ . ,I'~ . • ... ·\·, ; ' ''I . ''-~,i\, . :· 'f 'I" ~ . (i; ~ : ( \ ~i\ ,·,1 ~ G .. 4' I . ~ ~ , ... ~ ' ~ J • • !i"' 111 11 !j I~ .. ~~ ! ·_:, BY: ry, P}l, i•-) ~ REVISIONS !)t!, .. ~ ~ r I ~ ~ . F Fl1~_j " \1· 'I I 'I 1 :1, a< •• •• • ,.1 ~~! !!I {i ·r, • J. \ ~ !Ill--,llffllH1<9~\II I ., 1'1~ ~~­.. , •; a~~ J. r~ J. 1!f ~I. .f ...... · I /\ \· \. I,,', f"',' LI ,,., t- ( I "' \, \ ) l ::: :,: i ·:, I ! \ f \ I '. \ ' I. I ,' I SHEET OF -/.: I \ \ \ '1 \ I ' . II ;1 ' \ l ,. \ ., • ·, i . \ . I V\ j' \ l I Pl ' ' . GeoDatum Inc 'n!ll.l,•EY. t"IVIL )!HIJ(TllRAL '/(1i'L' L/1..'l·~'lu;,/llc!II/ /./i111/s·. I iii CONCRETE TECHNOLOOY CORPORAJION 121/2 11 HOLLOW CORE SLAB DIMENSIONS FOR DETAILING ,. n 1;2· 3'-101/:'' 11 '12· '.11/2" 6' 1 I 1,116· 21.1.· ·......--... l"H' ~1~ r ,,,JJ "" ~ ' I ~I i !I ~ ~ 'v'()Y \o't t \o\tl\· '' 1 11 1 "" ;. ·'-I 7 . __ ,_· I "' . 11 ,,. I .,.,,. I 11'1,· I 11· I I 1 t_ 111,6 . . l , ~171,15 ~,,1w _ ~ (4'-o· Nominal Width) SPAN-LOAD TABLE ALLOWABLE SUPERIMPOSED LOAO in pounds per square toot Effective No. of SIMPLE SPAN in feet Prestress 1/2M" (KIPS) STRANDS 28 32 36 40 44 48 52 56 70.7 3 78 44 20 77.7 4 126 80 49 26 101.3 5 174 117 78 50 27 124.8 6 221 153 106 70 43 23· 148.4 7 267 186 129 89 59 36 172.0 8 307 216 153 108 74 49 29 195.5 9 343 243 174 125 89 61 40 I 23· 219.1 10 3781 270 195 142 103 73 50 31" 242.7 11 413 1 297 217 160 117 85 60 I 40 SECTION PROPERTIES (with shear keys grouted) A ::.:313in2 I = 6136 in• NOTES: 21 = 1019 inJ Yt = 6.02 in lo = 947 \n3 Yb = 6.48 in W=84ps: 60 24"" 1. The values gi\len in this table are based on hollow core slabs wilhout shear reinforcement. Superscnpts (1, 2. etc.) lollowing values in the table indicate tl"le number of tilled voids required at the ends of slabs to develop the allowable superimposed load. See page 2, "SHEAR~ for discussion. 2. Asterisk (~) following values in the table indicate that the total deflection under all loads is greater than L/360 but less than U'1SO. 3. Interpolation between values is acceptable. Do not extrapolate values into 1he blank spaces of the tab!e. 4. These Span-Load Tables are intended as an aid to preliminary sizing. Sound engineering judgement is reQuired for the application of this information to specific design cases. "' w > 0 u -' 0 (fl "-0 >-J: CONCRETE TECHNOLOGY CORPORATION ~: l2 ,, " l'L TR.;SPAN HS20-44 14 ~~~~~~~~~~~~~~~~~~~~~~ 12 ~ ...... . Th.is Span-Load Table is intended JS an aid to preliminary sizing: only, and must be tnterprcu:d · · · · · · · · · · · · ,. usmg sound eng:meenng judgment. · · ----. i . -. ---...... ' \2 ' w I J: 4 --.. ! 21:Q: ... I I ii a ' ---------. --------.. -----. ---. ---. -. -: 13 15 17 19 21 23 25 2i 29 31 33 35 37 CLE.SR SPAN (ft) QENf.RA.L ~OTES I. No Tra:dic Impact : No Cilnmte To-pptng CoL'IC:mrated Loads Distributed CJ\.U max .. vf 3 slabs & over area per .. ~ .. ASHTO 6 .l. I .i. lnab~ceoi;oil~ovcr, (iX. miru.mwn :onrnte topping ar 6" total base & ~h:!.lc is ~uircd. CHART NOTES__:_ L ii] ,. Number oi ~-aands required.. ::.. OCllr Span .. q_ Brg to 'i Brg. KDei:: Wail Linc"' Max AJ.lowablc :;pan under given sail dept.b. without tile use oi a kili:e wall at man.hole ope:nmis. .l DO NOT t.'m.lpolate beyond I.he bounds shown on :his chan. MANUFACTURERS Of PRESffiESSED CONCRET'c • TACOMA. WASHINGTON V E E a .E Cl\l.:: .. o .. CV; t; !I! ~ '\ "' 'F ':(_ It;, ':S_ a: ! I I I "'~ I ., -<.· \' ~ ' 0 ' l :;-,...,\ I':,. .%: t ~ ,.)J, W.J C:::, t ,, "//II!// /li,'l,'/rfrlj,·, ,;,(/ .\1(1// 1 ':J fl (I J _) fl ll .L ~ 1 I I\ I ,l A 1 /\ Li fl~ ii 11 , 1 \ " I I >\ I . 'l\ '/ \ ./ I \J \ I \- 1 I . I :.;I' ".'/ 't : ,, I , -, I -~. ,\ • ' l ' I i ,I /;'lj r -. 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Cl-- t f.l'~~~ ·"' . r '\ VJ r ,:_ 'I-. t-'> (:) °' ::J' 9 . \ o \J\ \_}J rs Cl '-" ' 0 1--r, ll-+-'* i-' I"' N 'S\ () ) -;;. ._;:., 6" ~ l f'1 11 0 b ~ i \\ II 0 ~ ~~1~ ~t y (~ 0 0 f' \ ~ Is ( ' < ' ~R _, \ (\ / '( f ) ~j PROJECT NUMBER, t _N ((\ ~ \ U\ ] -~~~· I ~ D 4 ~ ·;j 'V 6'. ~ -=i \\' ), 'f. ()J \'t'\ r :5 '6"-1-1-~-\' < l'l ~ I' \)-'i ~ k2 ~ ~ ~ ~ j 1, ~\ "\})' i f\ (~ ~1 , 1 f ', -)'")<.. V, (_f ~ 1\!11 I I ' I ' (f\ (~ s tJ--l m -t'-<:. . , __ ·---_-_r:,_ 6 , '· A, , i i ! '' ' ,. I , I \ ' ' ' ' I . \ I I. ! ' ,t:-;~ . ---.; ,1J l ' ' '" __ '· .• , .,J ·.,. ,, ' ~-- l' ri ., y , 'i ~ -· .,l: , I· --r· I ' \I ' -l· ·1~--\ , .'-.._ ! I .J-;::'."~t-~ -! ) .l· . .I" I I I_:_' 1h_ t ·1' :;; ;' . . I " I !' I "' ',_. f : I ., i J I ,\ iJi --1 ... . -r ,"i) -:: \· -.--~-i.1 ·-...___ .. · ;> -; \ L ' I '/ .. -. I jl' '_ l):. I ./ ·-0 j L · _.-· )' 'I ,, i '. I '/j//1'' --... /;, ! 11f ). I j 1_1' I /;'I / . -' I ;,/ ; /II ,111.! ' If I! > // I I I / / 'l . '/ I /;; j ,ct, °i?[ '/ -,/ ; . ;f-<;I '.:_r, ~ W I I /I I ,,, • ')4' J'I I, .. t:IN\?it; //!/ _ ;.J_I '/ _l -._.:.__1, ~:ii~' ;/I .. ;)!;, ? r t) / i / J ; Ji ; /,f / ( ,;c _:· __ ·, ~ ~ II · ; / / -· / · /-_·___ '> 'I/ ' . ' , ' I/;! / / / / / _j -r' '_J_ \\ • I • ,.-• \ . /; ' I I} I I / '~---\I s;:. -p-l ' , I ' \.) " ~ • ,:_ J I I I ~-..... ,;~1';; I p,·,· • • • I • ·,. ' -, /~' y / l'T--,c;_ I I . -' 7i ~P,? I • : /; // \( /~ ~--; £-i, JI .. ,. ···"' I d,,f I t' ·I ·a,:·"' . . j <<_ ' I ' ,s-7 ', '9. I @ @ '" ' , 0 i- L 11 ) REVislONS SHEET 'OJ' 6 I,\\ ([,I \ ' ' ' \. ... 1: 'h '"\. l ;-> \ I : ) \ ' \• '' I I I 11111 ,. OF-/') GeoDatum Inc ~-',IIP'/[Y-i 1\/I·, ',TRII[ T 11Rt.l '/( ,1 '.' [.),_,,, ,s'''°!I ,1 "·/ 1/ .' I I!)!,) ~ WF 20 -------- ANGLE FRAME" No. 5610 ·"' 8" X 4" X 11," ' 836 ltJ~. ~ Lifting Eyes · (l~~") ~~3'/~/ 10"-13" ··-........... ', '-. ~_,,...,,. 5610 Grate and Frame \slil-+-=»E ' CONCRETE PRODUCTS • COMPANY E 1618 E Main. P~yallup, Wasnrngton 98372-314211 Phone: (:53) 848-1551 l! Fax: (253) 845-0292 ... ---------· ... -----·--·--·--------- 1···48" PRE-CAST [ MANHOLE i ~'. ~ ~ -E , E! ::'~ ..,~ ta. c~ O ''. • .... ~ -> "'~ ~l;I 1 .. 1 •• FLATTOP SLAB REINFORCING ''" fei· 24~- ~ r CCt"I.Getl.t -=:-i.c c.one I ' availaOla, ~en specified~ 1s•1 ,24''.,36'' l'•. 12 ITyp.) 1' to S' 2' lCI 5' i·~ l.·s::-:i= .... , .. ;:-... • ... ·'t,', .·._ ---. . ,:-. .·. :\/ ~.;: I\· . .' :,: 1·:.-::: (-' [: -:·.: :J I F -::p, Ii:::, : :1J---..,,-. \•, ~,1 \ 1i:, . ' . '---.,./ . ' 6' I.. ~5-•a· a-I- Caniin&d Gasket Joint • #5 c;.,torm&d rabar -Round Or Rectangular cantor, stock ,tern. MANHOLE WALL REINFORCJN( Minimum 0.120 sq. in./llnear ft. Soparaled ban $lab, stock item. BASE SLAB REINFORCING -0. 19 sq. in./linur ft. in both direction. HOLE OR K.O. DIMENSIONS Maxlmun hole size Is 36" s· Minimum dlstanc• between holes. 2· Diameter lifting holes provided. CONFORMS TO: ASTM C478 Manhole ASTM C443 Rubber Gasket Joints Washinton State APWAIWSDOT (Standard Speclfcatlona). • s .. attle Engineering Dept. for Reinforcing when required. Type ::00. J Seattle -W&lJl' !!-23a, &-2'.lc Prlc•t F.0.8. wttl'llr, SO miLa11 in 1ruck and 1r1ner qu1n1miu 'NMrl!I iaccHsibla "Jnder own power Unloading on unit• under 12.000 lbs. P1g•-'i!:1 ~eturnad i1em, 1r1 subjtet 10 1 1S"i. ;njr.tmum raetock ch1uge. Pricea subJecr to chan,ge without nolle•. Prle• l\at eftectivl!!I January ,. 191il7 ----·-·· . -------- i 'le, ~ t! liii \l ., ;,\ ')) a 4 ~ "'tr-- UJ ,-,.. { <:',\ \{"'- ' . 1 ! ~ I ~ ! ( 2 DETENTION TANK STRUCTURAL NOTES CODE: 2006 International Building Code (!BC) LNELOADS: Vault Lid: Lateral Earth: Vehicle: HS 20-44; 300 psfUniform; Vactor Truck (worst Case of3) Soil: 120 psf ( 3 feet Max) Other None 3 5 pcf Equivalent Fluid Pressure (EFP) + 100 psf uniform for restrained walls + 2' surcharge for traffic Loads FOUNDATION: Soils Report Available: No Firm: Number/Date: Design bearing pressure is 1500 psf. All footings shall bear on undisturbed earth or compacted fill and shall extent to firm bearing when poor bearing is encountered at elevations shown. Minimum distance of bottom of exterior footing in the direction of exterior finish grade shall be eighteen (18) inches. POURED-IN-PLACE CONCRETE: Design concrete f'c = 4000 psi. In lieu of a 4000 psi. design mix (batch plant) that must be supplied to and approved by the structural engineer of record, it is acceptable to use a minimum of six and one-half (6 1/2) sacks of cement per cubic yard of concrete and a maximum of five and three-quarters (5 3/4) gallons of water per ninety-four (94) pound sack of cement (4000 psi. mix). Special inspection of the concrete (cylinder testing) is required in either case. Concrete protection for reinforcing: Bottom of footings: 3" Wall exposed to earth: 2" Wall exposed to weather: 1-'Ii'' Wall inside face: % " Slabs: %" Beams and Columns (to ties): 1-W' All concrete in footings and walls, slabs and beams shall be poured in a monolithic pour unless shown otherwise or approved by the structural engineer of record m:im: to pouring. Aluminum conduit and accessories shall not be embedded in concrete. REINFORCING STEEL: Deformed billet steel ASTM A-615, Grade 60, fs = 24,000 psi. unless noted otherwise on the plans. Lap all splices a minimum of 40 bar diameters. Provide elbow bars at wall corners and intersections to splice horizontal bars. Provide two #5 bars around all openings with a minimum dimension of eleven ( 11) inches or greater in walls and slabs. Extend the bars 2' -0" beyond openings or as far as possible and hook. Provide one #5 X 4' -0" center diagonal bar at corners. Any welded wire fabric (WWF) shall conform to ASTM 185. WWF shall be lapped one crosswire plus two inches (i.e., 8" for 6X6 mesh). Reinforcing placing drawings shall be prepared by a qualified detailer in accordance with the most current AC! detailing manual. Submit placing plans to the structural engineer of record prior to fabrication. Any Grade 60 steel requiring bends shall be shop bent only (preheating is required). Cold field bending is allowed only for Grade 40 rebar. All ASTM A-615 (Grade 60) rebar shall be welded according to the most current edition of the American Welding Society (AWS) D12. l-75, "Reinforcing Steel Welding Code·'. Specifically, E90 electrodes shall be used, and the base metal shall be preheated to the temperature specified in the above reference. No weld shall be made within six ( 6) bar diameters of any bend. All welders must be W ABO certified. STRUCTURAL AND MISCELLANEOUS STEEL: Structural steel, ASTM A-36, Fb = 24,000 psi. maximum. All welds shall be 3/16" minimum continuous fillet welds using A WS Class E70 electrodes unless otherwise noted. All welding shall be performed by welders certified by W ABO or equal. All fabrication and erection shall be in accordance with the latest edition of the AISC "Specification for the Design, Fabrication, and Erection of Structural Steel for Buildings". SPECIAL INSPECTION REQUIRED FOR: All concrete where the requiredf'c exceeds 2500 psi.; Reinforcing steel placement in footings, walls and slabs; Any welded connections; Any Epoxied connections. MISCELLANEOUS: Contractor shall verify all dimensions and conditions in the field. Verify the size and location of all openings in the floor, roof and walls with architectural, mechanical and electrical drawings. Provide temporary bracing as required until all permanent connections and stiffeners have been installed. Do not backfill detention tank walls until hollow core plank grout/poured concrete has cured for a minimum of 28 days. Do not compact the wall backfill with a dozer. The weight of the dozer near the wall could cause the concrete wall to crack or fail. Follow the recommendations of the soils report. 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SIDE SECllOli@ [1·-0• PLACEMENT OF REINFORCING AT CONCRETE WALL JUNCTURES Horizontal bars far 1o1olls 1o1ith a double curtain of reinforcement <hall b& placed nearest face ot concrete wall unlo55 other"''~"') l-1'5u . .. ,_ 1-1'~ ' . r.._ - ,. , . I-.,:; "I~ • I Horizontal bor1 for walls with o sin~te curtain of reinforcement shalt be neor outer (ace of INOII unless ol h.iriwise shown or noted ~ I-----, t--1"5° 1-1'5 ~24 bar dio, or 12"min. I lyp.l 1-•5" I-#e ,s" -I-,i. ~ flo. 6-9. Plan vl•w showing typJcoJ wall r•lnforcement d~taHa. PLAN VIEW u E ~;_ ~ s;; -. a ::! -·· re -_-_ ct 0 ~ "' ._,;,'-, t; . ! \ ~ 'i Is- r< I~ Ii!!"'= { ,,~ ~I ~,! " a," ' ... ~ f --\ ~, 0 ;\ ...... ; ....;:.'> . '. r:" ~:i;..., % "3 ~ ' ~ ~ t~I i,! ! I ii 0 ; -l;l l!l_ ', d ~ I l'.!/:Jill)l)<Jl's-li,\I) A~t,/,IIS '"I wn1eaoa9 a . ' u y ' . " ~ ~ J _'? ~ f ~ --· . • • , ' . • . 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