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Home My WebLink About210 E Burke Ave_BLD993542_2025 . . ~\ / DRAINAGE, CALCULATIONS FOR THE WINDE'RMERE BUILDING ARLING'TON, WASHINGTON I . I , September 21, 1999 Â¥)-3S'-(:)_Â· Prepared For: RECEIVED Gene Bryson I Winderemere Real Estate / 515 N. Olympic Avenue SEP 2 31999 Arlington, Washington 98223 Â· CITY OF ARLINGTON Prepared By: Bryant 0. Merci!, P.E. R EXPIRES 8/27/2000 ENGINEERING, INC. 1721 Hewitt Avenue, Suite 401 L , Everett. WA 98201 ~(425) 252-2826 lax: 252-9551. TABLE OF CONTENTS Introduction: 1 Summary of Results: 2 Basin Summaries: 4 Runoff Curve Number and Time of Concentration: 6 Design Data- Water Quality Tank and Infiltration Basin: 9 Drainage Area Map: 13 Geotechnical Investigation Report: Appendix INTRODUCTION The following report presents the design of a storm water infiltration system for the Windermere Building. The proposed development consists of the construction of a new 5,910 square foot office building with associated parking areas. The 0.344-acre project site is located on the southeast quadrant of the intersection of Broadway at Burke A venue in the City of Arlington. PRE DEVELOPED DRAINAGE CONDITIONS The project site is presently developed with a single family home with associated driveway, shed and gravel parking areas. Ground cover on the remainder of the site consists of grass. The site drains from southeast to northeast with flat slopes. The site is bordered on the north and west by sidewalks at elevations higher than the site. These higher elevations create a closed depression in the northwest comer of the site. PROPOSED DRAINAGE CONDITIONS As shown on the grading and storm drainage plan, runoff from the building and parking areas, as well as runoff from portions of an existing alley along the south boundary will drain via a series of catch basins and storm drain pipe to a new infiltration facility. The facility will consist of three rows of 8-inch perforated ADS pipe set inside of a rock filled basin. The facility has been designed to infiltrate the runoff for design storms up to and including the 100-year event. Water quality will be provided in a 48-inch CMP water quality tank designed in accordance with State Department of Ecology Criteria. The boundary of the proposed drainage area tributary to the infiltration basin is delineated on the drainage area map at the end of this report. The "Waterworks" program with the Santa Barbara Unit Hydrograph (SBUH) Method and Type IA rainfall distribution was used to design the proposed facility. SUMMARY OF RESULTS PROPOSED WATER QUALITY TANK Total Area of Project Site: 0.344 Acres Plus Offsite Area Tributary to Tank (Alley): 0.069 Acres Plus Offsite Area Tributary to Tank (Broadway and Burke Avenue): 0.039 Acres Less Site Area Not Tributary to Tank: 0.142 Acres Equals Total Area Tributary to Water Quality Tank: 0.310 Acres WATER QUALITY {6-MONTH) STORM Total Volume of Runoff: 1,002 cf Design Water Surface Elevation: 101.20 Approximate Volume of Storage Provided: 1,035 cf PROPOSED INFILTRATION BASIN Total Area of Project Site: 0.344 Acres Plus Offsite Area Tributary to Infiltration Basin (Alley): 0.069 Acres Plus Offsite Area Tributary to Infiltration Basin (Broadway and Burke Avenue): 0.039 Acres Less Site Area Not Tributary to Infiltration Basin: 0.006 Acres Equals Total Area Tributary to Infiltration Basin (Retained Area): 0.445 Acres 2YEARSTORM Peak Inflow to Infiltration Basin: 0.16 cfs Proposed Release Rate: 0.15 cfs Design Water Surface Elevation: 100.86 Approximate Volume of Storage Provided: 79 cf l0YEARSTORM Peak Inflow to Infiltration Basin: 0.24 cfs Proposed Release Rate: 0.21 cfs Design Water Surface Elevation: 101.06 Approximate Volume of Storage Provided: 1,26 cf 100 YEAR STORM Peak Inflow to Infiltration Basin: 0.35 cfs Proposed Release Rate: 0.25 cfs Design Water Surface Elevation: 101.61 Approximate Volume of Storage Provided: 275 cf 2 HISTORY OF HYDROGRAPH ACTIVITY STORM ROUTINGS Date of Session: 9/21/99 2: 41: 35 pm LPOOL 1 "BASIN 1-2 YR STORM" DEV-002 DEV-002 STO-1 DIS-1 1 Description MatchQ PeakQ Sta Dis PkStg OutQ hyd Volume BASIN 1-2 YR STORM 0.00 0.16 STO-1 DIS-1 100.86 0.15 1 78.65 cf LPOOL 2 "BASIN 1-10 YR STORM" DEV-010 DEV-010 STO-1 DIS-1 2 Description MatchQ PeakQ Sta Dis PkStg OutQ hyd Volume BASIN 1-10 YR STORM 0.00 0.24 STO-1 DIS-1 101.06 0.21 2 125.57 cf LPOOL 3 "BASIN 1-100 YR STORM" DEV-100 DEV-100 STO-1 DIS-1 3 Description MatchQ PeakQ Sta Dis PkStg OutQ hyd Volume BASIN 1-100 YR STORM 0.00 0.35 STO-1 DIS-1 101.61 0.25 3 274.95 cf 3 BASIN SUMMARIES 4 BASIN SUMMARIES DEVELOPED CONDITIONS BASIN ID: 6-MONTH NAME: 6-MO STORM DEV. CONDITIONS SBUH METHODOLOGY TOTAL AREA : 0.31 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE : TYPElA PERV IMP PRECIPITATION : 1.22 inches AREA .. : 0.04 Acres 0.27 Acres TIME INTERVAL : 10.00 min CN .... : 68.00 98.00 TC .... : 6.00 min 6.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.06 cfs VOL: 0.02 Ac-ft TIME: 480 min BASIN ID: DEV-002 NAME: 2-YR STORM DEV. CONDITIONS SBUH METHODOLOGY TOTAL AREA : 0.45 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE : TYPElA PERV IMP PRECIPITATION : 1.90 inches AREA .. : 0.04 Acres 0.41 Acres TIME INTERVAL : 10.00 min CN .... : 68.00 98.00 TC .... : 6.00 min 6.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.16 cfs VOL: 0.06 Ac-ft TIME: 480 min BASIN ID: DEV-010 NAME: 10-YR STORM DEV. CONDITIONS SBUH METHODOLOGY TOTAL AREA ....... : 0.45 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE .... : TYPElA PERV IMP PRECIPITATION .... : 2.80 inches AREA .. : 0.04 Acres 0.41 Acres TIME INTERVAL .... : 10.00 min CN .... : 68.00 98.00 TC .... : 6.00 min 6.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.24 cfs VOL: 0.09 Ac-ft TIME: 480 min BASIN ID: DEV-100 NAME: 100-YR STORM DEV. CONDITIONS SBUH METHODOLOGY TOTAL AREA : 0.45 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE : TYPElA PERV IMP PRECIPITATION : 4.00 inches AREA .. : 0.04 Acres 0.41 Acres TIME INTERVAL : 10.00 min CN : 68.00 98.00 TC : 6.00 min 6.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.35 cfs VOL: 0.13 Ac-ft TIME: 480 min 5 RUNOFF CURVE NUMBER TIME OF CONCENTRATION 6 SOILS MAP SCALE: 1" = 2,000' Reference: Soil Survey of Snohomish County Sheet Number 15 Soil Type: Symbol 17-Everett Gravelly Sandy Loam, 0% to 8% Slopes Hydrologic Soil Group A 7 WINDERMERE BUILDING RUNOFF CURVE NUMBER CALCULATIONS BASIN NO. 1 - PROPOSED INFILTRATION SYSTEM POST DEVELOPED CONDITIONS Soil Name and Cover Description Runoff Curve Area Hydrologic Soil Group Number (Acres) Name HSG RCN A RCNxA Everett A Lawn Areas 68 0.036 2.448 Everett A Impervious Areas 98 0.409 40.082 Totals 0.445 42.530 Runoff Curve Number= (RCN x A)/ A:..................................................................................................... 95.57 Runoff Curve Number Used in Basin Calculations....................................................................................... 96.00 NOTE: The individual areas for each land cover were used in the Waterworks basin file. TIME OF CONCENTRATION Total Time of Concentration, Tc (Min.):........................................................................... 6.00 BrysonDetCalc.xls 8 9/22/1999 DESIGN DATA WATER QUALITY TANK INFILTRATION BASIN 9 Â·â€¢. STAGE STORAGE TABLES UNDERGROUND PIPE ID No. P-1 Description: 36" CMP (WATER QUALITY TANK) Diameter: 3. 00 ft. Length: 4. 00 ft. Slope ... : 0. 0000 ft/ft ups tr: dnstr: STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- 99.00 0.0000 0.0000 100.00 8.2502 0.0002 101.00 20.024 0.0005 102.00 28.274 0.0006 99.20 0.8095 0.0000 100.20 10.561 0.0002 101. 20 22.221 0.0005 102.20 28.274 0.0006 99. 40 2. 2411 0.0001 100.40 12.938 0.0003 101. 40 24.249 0.0006 99.60 4.0257 0.0001 100.60 15.336 0.0004 101.60 26.033 0.0006 99.80 6.0529 0.0001 100.80 17.713 0.0004 101. 80 27.465 0.0006 UNDERGROUND PIPE ID No. P-2 Description: 48" CMP (WATER QUALITY TANK) Diameter: 4. 00 ft. Length: 65.00 ft. Slope ... : 0. 0000 ft/ft upstr: dnstr: STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> ( ft) ---cf--- --Ac-Ft- ( ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- ( ft) ---cf--- --Ac-Ft- 99.00 0.0000 0.0000 100.20 206.10 0.0047 101. 40 511.71 0. 0117 102.60 774.30 0.0178 99.20 15.269 0.0004 100.40 254.78 0.0058 101. 60 562.03 0.0129 102.80 801. 55 0.0184 99.40 42.510 0.0010 100.60 305.10 0.0070 101. 80 610. 72 0.0140 103.00 816.81 0.0188 99.60 76.830 0.0018 100.80 356.49 0.0082 102.00 657.13 0.0151 103.20 816.81 0.0188 99.80 116. 30 0.0027 101. 00 4 08. 41 0.0094 102.20 700.52 0.0161 100.00 159.69 0.0037 101. 20 460.32 0.0106 102.40 739.98 0.0170 CUSTOM STORAGE ID No. STO-1 Description: INFILTRATION BASIN STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> ( ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- ( ft) ---cf--- --Ac-Ft- ( ft) ---cf--- --Ac-Ft- 100.50 0.0000 0.0000 101. 00 108.17 0.0025 101. 50 244.99 0.0056 102.00 362.90 0.0083 100.60 21. 634 0.0005 101.10 135. 53 0.0031 101. 60 272. 36 0.0063 102.10 384.53 0.0088 100.70 43.268 0.0010 101.20 162.90 0.0037 101.70 298.00 0.0068 102.17 399.67 0.0092 100.80 64.902 0.0015 101. 30 190.26 0.0044 101. 80 319.63 0.0073 100.90 86.536 0.0020 101. 40 217.63 0.0050 101.90 341.26 0.0078 STAGE DISCHARGE TABLE DISCHARGE LIST ID No. DIS-1 Description: INFILTRATION BASIN STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> ( ft) ---cfs-- ------- ( ft) ---cfs-- ------- ( ft l ---cfs-- ------- (ft) ---cfs-- ------- 100.50 0.0000 101. 00 0.2000 101. 50 0.2433 101.90 0.2759 100.60 0.0400 101.10 0.2087 101. 60 0.2519 102.00 0.2837 100.70 0.0800 101. 20 0.2173 101. 67 0.2580 102.10 0.2915 100.80 0. 1200 101. 30 0.2260 101. 70 0. 2603 102.17 0.2970 100.90 0. 1600 101.40 0.2346 101.80 0. 2681 10 STAGE STORAGE TABULATION PROPOSED INFILTRATION TRENCH FOR PARKING LOT Water Surface lncrem. Storage lncrem. Storage Total Storage Elevation in Voids (Cu. Ft.) in Pipe (Cu. Ft.) Volume (Cu. Ft.) 100.50 0.00 108.17 0.00 101.00 108.17 125.74 57.60 101.67 291.51 108.17 0.00 102.17 399.67 NOTES Incremental Storage in Voids, Sv = Vr x Lt x Wt x h Void Ratio in Rock, Vr: 0.33 Length of Basin, Lb (feet):................................................................................................. 59.00 Width of Basin, Wb (feet):................................................................................................. 11.00 Storage in Perforated CMP, Sp= Np x Lp x Ap Number of Pipes, Np:........................................................................................................ 3.00 Total Length of Pipe per Row, Lin (feet): 55.00 Area of Pipe, Ap (sq. ft. / lin. ft.): 0.35 Diameter of Pipe, Op (inches):............................................................................................. 8.00 STAGE DISCHARGE TABULATION PROPOSED INFILTRATION TRENCH FOR PARKING LOT Water Design Design Depth to Depth Hydraulic Length Surface Basin Surface lnfil. Rate lnfil. Rate Water Table Of Ponding Gradient of Sides Area Outflow Elevation fd, in\hr fd, cfs L, feet h, feet i, feet Lt, feet As, sf Qout, cfs 100.50 10.00 0.000231 2.00 0.00 1.00 140.00 649.00 0.000 101.00 10.00 0.000231 2.50 0.50 1.20 140.00 719.00 0.200 101.67 10.00 0.000231 3.17 1.17 1.37 140.00 812.80 0.258 102.17 10.00 0.000231 3.67 1.67 1.46 140.00 882.80 0.297 NOTES Measured Infiltration Rate, fd Obtained From Soil Survey/ Geotech Report Design Infiltration Rate = 50 Percent of Measured infiltration Rate Depth to Water Table, L = Bottom of Infiltration Trench - Water Table Elevation Water Table Elevation (from Geotech Report):......................................................... 98.50 Depth of Ponding, h = Water Surface Elevation - Bottom of Trench Hydraulic Gradient, i = (h+L)/L Surface Area, As= (Total Length of Basin Sides x h) + (Width of Basin x Length of Basin) Basin Outflow, Qo = fd x i x As BrysonDetCalc.xls 11 9/22/1999 STAGE/STORAGE TABULATION DETENTION TANK Water Catch Basin 36" CMP 48" CMP Total Surface Volume Volume Volume Volume Elevation (CF) (CF) (CF) (CF) 97.20 0.00 0.00 0.00 0.00 98.20 31.81 8.25 159.69 200.00 99.20 63.62 20.02 408.41 492.00 100.20 95.43 28.27 657.13 781.00 101.20 127.23 28.27 879.65 1,035.00 GOVERNING EQUATIONS: Water Quality Tank Length of Tank, Lt (Feet): . 70.00 Number of Tanks, Nt: . 1.00 Diameter of Tank, Dt (Feet): . 4.00 Invert of Detention Pipe at Downstream Catch Basin: . 97.20 Slope of Detention Pipe, Sp (ft/ft): . 0.0000 Diameter of Catch Basin, Db (Feet): . 4.50 Number of Catch Basins: . 2.00 Length of 36" CMP, Lp (Feet): . 4.00 Diameter of 36" CMP, Dp (Feet): . 3.00 BrysonDetCalc.xls 12 9/22/1999 DRAINAGE AREA MAP 13 APPENDIX GEOTECHNICAL INVESTIGATION REPORT \Vestern Geotechnical Consultants, Inc. 4181 Sal/springs Drive â€¢ Ferndale, WA 98248 Phone (360) 380-2507 â€¢ Fax (360) 380-2507 June 8, 1999 Gene Bryson 515 N. Olympic Ave. Arlington, WA 98223 Re: Geotechnical site Investigation 212 E. Burke Ave. Arlington, WA 98223 Western Geotechnical Consultants, Inc. is pleased to present the results of our geotechnical site investigation, conducted at the above referenced property. On June 3, 1999 a geotechnical engineer from our firm oversaw the excavation of 2 test pits for development of the site. The site plan is to construct a 6,000 square foot one story building of wood frame construction with a designed on-site, underground storm water detention system meeting city standards. Site Conditions Surface Conditions The site is relatively flat and grass and weeds covered the parcel of land at the time of our investigation. A small one story house and garage were present along the east side of the lot. Subsurface Conditions Subsurface conditions were explored using a rubber tire mounted backhoe. A total of 2 test pits were excavated at the site. The first test pit was excavated at the approximate building location and the second test pit was excavated v,h;;:r;;; ti,;;; ..:rH.l-:,b;..;i..ad s.orn .. water detention facility will be located The test pits were continuously logged and soils encountered were classified using the Unified Soil Classification System (USCS). Edited tabulated test pit logs are appended to this report together with a description of the USCS. The general subsurface profile consisted of 20 to 22 inches of topsoil over a brown fine to coarse sandy GRAVEL (G\V by USCS classification) that extended to 6 feet in Test Pit 2. Below 6 feet the material became siltier (GW/GM by USCS classification). The soil became saturated at 6.8 feet with heavy seepage occurring at 7.0 feet. From 7.0 feet to 10.6 feet a wet gray SILT (\JL by lJSCSl was encountered. It appears that this silt layer is acting as an aquitard for a perched groundwater table in the overlying gravelly soils. Geotechnical Site Investigation Western Geotechnical Consultants, Inc. 212 E. Burke Ave. Arlington, WA 98223 June 8, 1999 (2 0f3) Groundwater Based on soil moisture, coloration and the presence of a relatively impermeable silt layer at 7 feet, it appears that the seasonal high groundwater table is on the order of 5 to 6 feet below present grade. Conclusions and Recommendations Building Foundation support The site is conducive for foundation support using continuous shallow spread footings. We recommend that the planned building be supported on isolated spread and continuous footings founded on undisturbed native sandy, gravelly soil or compacted granular structural fill. Bearing soil that is disturbed during foundation excavation should be re- compacted or removed. All soil directly below and around footings should be compacted to at least 95% of maximum dry density (ASTM D-1557) prior to placement of forms or reinforcing steel. All continuous and isolated spread footings should have minimum widths of 18 and 24 inches, respectively, and should be founded 20 inches to 22 inches below the present grade on the sandy gravel soils or a minimum of 18 inches below final grade on structural fill. All footings supported on properly prepared native sandy soil or structural fill may be proportioned using ,1 net allowable bearing pressure of 2,500 psf The term net allowable bearing pressure- refers to the pressure which can be imposed on the soil at foundation level due to the total of all dead plus live loads, exclusive of the weight of the footing or any backfill placed above the footing. These values may be increased by one-third for transient wind or seismic loading. Settlement of spread foundation depends on the foundation size and bearing pressure as well as the strength and compressibility characteristics of the underlying bearing soils. Assuming construction i3 accomplished as recommended above and for the loads anticipated, we estimate total settlement of the foundation should be less than about Â½ inch and differential settlement between two adjacent load bearing components supported on competent soils should be less than about half the total settlement estimate. Due to the coarse grained nature of the foundation soils most of the settlement should take place relatively rapidly during construction as loads are applied. We recommend that footing excavations be observed by a geotechnical engineer to confirm that design assumptions are met. Based on ground water conditions we recommend that a footing drain be placed around the perimeter of the building. The drain should be placed at or below the base of the footing. The drain should consist of a -l-inch diameter perforated pipe surrounded by washed rock and a separation geotextile such as Mirafi 140N or equivalent should surround the entire drain. Geotechnical Site Investigation Western Geotechnical Consultants, Inc. 212 E. Burke Ave. Arlington. WA 98223 June 8, 1999 Â· (3 ~f 3) Groundwater Detention Facilities The site has a seasonally perched groundwater table estimated to be at 5 to 6 feet below grade. The buried water detention facilities should be designed utilizing a seasonal high groundwater table of about 5 feet below present grade. Erosion Control: Erosion control during construction of the proposed retaining wall can be accomplished through placement of proper sedimentation control facilities. We recommend siltation control facilities, consisting of either hay bales or silt fences, be fabricated around the construction area. Typical details for siltation control using either hay bales or silt fences are attached to this report. Siltation devices should be placed downgradient of all construction areas and cleared areas to provide siltation control during construction. All siltation control devices should be maintained during construction, and left in operable condition until the site has been revegetated and siltation is no longer a threat. At that time the siltation facilities should be removed. \Ve appreciate the opportunity to be of assistance to you on this project. If you have any questions regarding the contents of this report, or if we can be of further assistance, please contact our office. Sincerely, .. : â€¢ .: .. ~ l ~ .- "~. Â·., cc: Higa Engineering Attachments: USCS Classification System Log of Test Pits ._ _ Typical Erosion Control Facility File:99671 UNIFIED SOIL CLASSIFICATION CHART (USCS) GRADATION CHART GRAPH LETTER MAJOR DMSIONS SYMBOL SYMBOL lYPICAL DESCAIPllONS PARTICLE SIZE MAl[RIAL SIZE LOWER LIMIT UPPER LIMIT W[lL -C .. O[D GRâ€¢lll"LS, CRAV[L-Y.,10 Mllllt.A(T(RS Sl(V( SIZ( MllllM[ l(RS Sl[V[ SIZE ,:11,wr1 GW Ulâ– IIJR[S, urur OR NO rlN[S t llAN CHAV[I.S lltJ[) ruuu 5ANO ,;1,11vru -( U,,f HO IIUfS) POORLY-GR-0[0 GRAVCLS, CRA\/[l- FIN[ .074 1200 â€¢ 0.42 f40 â€¢ â€¢Â·,1)11 r, <~'I GP SANO 1.11" IUR( S, uuu OR NO MEDIUM ftN[S 0 42 140. 7.00 f, l.O. . COARSE 2.00 fl0 â€¢ 4.16 COAW,I Wlâ€¢llf llt.A-N ~(J~ ()( 'iJlT'r Cf1AVÂ£LS, CRA"1:l Â·â€¢S.t.t10-Sllr GRAltlf ll (OA~'.( I NA(lllltl CIIAV[LS GM Mlll:FUR(S GRAV[L SOILS HI~ll) â€¢~4 â€¢L')O l(VOl U WIii! FINES FINE 4 76 f4 â€¢ 191 J/4" â€¢ (Al'l'R( CU.fl.( AMOUNl COARSE 191 J/4" â€¢ 767 J" â€¢ UI" rttl(~) CtA1fV CRAV(lS. CP.AVll -SA.NO-Cl.>,Y <12~ GC MIXIUR[S COAOLES 76 1 J" â€¢ J04.8 17". [HJULD[RS 304.8 11Â· â€¢ ') 14 4 W[l l -(,R.t.()Â£0 SA.NO":',. l,RAVHl.., ',1111[1 t.1 IAM '.;AtJ[l';; SW "iAtlU";. UI Ill OR tHJ fillÂ£\ , IJ ~ ~IANOARO â€¢ CL[ AR 5QUAR[ QP[NltlGS Atlll 111111! OH Nil o---~--- Â·-------- '., Â· 12'!': rn~rs (Sit.I ,..,. CLAY) llllAI Cl.ASS ',i\lÂ·ll>Y ""' \) ',()fl <; <~'l PO<lRsâ€¢LYâ€¢m-C.~. Hâ€¢u(ln[IJ u 5â€¢N05. <;Râ€¢\/1.ll 1 SP OR ,.,o 11,,rs I 1,,,,,,,,,,,1 UQP[ IU.AN '>U't Lof MAl(AW ,s ~'jlU l"'OF-'l u .... ,, ~.n~ f)f Stll'Y WWS. SMlO ',11 I a.m.lURf\ 1HAN NO ]Of) 1 (l"R',l ru.ariu,,~ SANDS SM ':-If\/( ~1/r ~'AJ~!Uf.i N() 4 WII II I IN[S PLASTICITY CHART s,rvc I AflPR[Cl-'A..( AMOIINI '///-;:".'~ C" '"'l S) < (lA't[ f SAttOS. ~.um - n AT 1,.11'1111)UI 'i I;'~ Â·â€¢:';~J::;. SC: I 101111) I IMI I Â·.â€¢-4') /.:.-Â· / r.0..----.-----,.----.----.-----,----...----..------,---;--,.---~ INflRâ€¢,.uuc. ",11 Ir, Alli I Vf Pr r '"' Ml.. ~.t.tJl1<., H\}(11 111.â€¢l/lJ ',1111 tll-' I I 6,1, I Hll '.t.â€¢11 Â·' P11 â€¢Â·1 4 Â·I , ',I\ I', llilfH â€¢:, oâ€¢ ,., â€¢ 1 ,\ Ill ,Iâ€¢ 1,11 ',II I', .Â·>>-/. 1>10UGA.ti1( fl>,,) f)I l'JW lfJ Ur(\tllV fâ€¢t.a~lt(llf, 1;nMf ti, t IA1â€¢~ z IIIJlllU IUJII /It-Ill LL' â€¢ .',,1 IHAU '-11 .-,: ... â€¢âœ“> CL ';Afl[ll t'.l,At~,. '.I( I I I ( .Ale,. 11 AU 0 .~ If /11Â·: , ,, / / t'l Aâ€¢'J 11111 ,,,I :1 Â·( ~ Â·10 --wÂ·----- Vl~ z 11111 11â€¢I 1Â· I OR(".Anrl.-.tC ,s 511 IS .&ti() â€¢Jl-'CA111( â€¢;11 '1 IJl ta.I ::, GRAUÂ·J[ I I oi. l)fÂ° LOW l'l,A'ill(II., '.\ ::l 'c? I I 1 I Ill t..â€¢ z ~ ru SOIi Â·; I l11,1.i.l,1tlt1,l,11!,1l Â·--Â·- t. ~ C. .}0 INORC,A.WC ~â€¢l.15. ,,,( A(f ou-; flH 0 -- â—„ " ' ':-.! - MH ()t.1.IQUA((O\lr, 1,u, ",AU() (IIJ 5 b~ J tv.,, Â· ... ~lllr sou s OH m"" _I ~ }\ ll ]0 0,11 r,Â·, or IJOA{ IH.t.N ~,11't Of llt-1[1 mnRr.1.rnr n.A, s rn 111i:11 er MAI( RIAL lrJ '.,M.AULJI lhJIJl{J 111,.11I <â€¢ MH 111.v, tHf ."110 t..lA,Â·'; , .. Fl>ILR lllAtl <n CH PlA')llflh. f/\l I l,/\1'; .. <iâ€¢fvt ',!/( 10 1 â€¢ Â·-Â·Â·Â·-Â· t----<,-----+----â€¢--- ,-,;âœ“~;,-i/ .Â· .Â·. '.Â· , , ... / ORr.ANI( llAl'S Of Ml{MUU lo 101.U OL .. ~- ~ :_;Â·:':/.:; OH f"tAâ€¢jll(ltf, OHf.AWf r,11 I':, .â€¢ .. 0 L......---'-----"'---'----,._ __ ..,_ __ _,_ __ _,, .._ __ _._ __ __. ll IO 7ll JO 40 ~0 60 70 110 90 I 00 I fl! :1 t/ r , 11,'t :i\f JIâ€¢Â· I 1q' fâ€¢f,.1. llllUtl';. t:,WAl.41' Â·,1)11 ', 1"1111 PT ltl!.11 f1lâ€¢1..l\llll , 11tilj tll', -- Â·---Â·--Â· Western Geotechnical Consultants, Inc. ,--1Zcy lo 'l'esl p;, Logs Us;ng ll,J 0 8 418 I Sa/rspdngs o,;ve â€¢ Ferndale, WA 98248 _l'n i r '."d -8.~'. I ~ l~s~i~~.''.." n :::.'_"'._"_ P/Jone _(3~0) 380~~507 â€¢. Fax (:J.~9) _q_~9._~?_!!._0! i""\111,9-., '""~:. NIA __ .. .,. u,,. .. I\ II ', I I 'I I \l'estern Gcotechnical Consultants, Inc. 4181 Saltsprings Drive-â€¢ Ferndale, WA 98248 Phone (360) 380-2507 â€¢ Fax {360) 380-2507 TahleA-1 filc:9!16711 Loe or Test Pits ~Test Depth uses Soil Description Sample Nol Water Pocket Pit Interval Class. Depth (feet) Content Pen. No. (feet) (%) (Kg/sq. cm) TP-1 0.0- 1.8 OL Dark brown fine sandy organic 1-1/1.0 24.6% SILT with some gravel (topsoil) (soft) 1.8-5.4 GW Brown fine to coarse sandy 1-2/3.0 11.4% GRAVEL and cobbles (relatively compact, moist) (gravel is rounded to subrounded 12 inch minus) (hard digging below 4 feet) Notes: â€¢ Test Pit terminated on 5/22/99 .u 5.-l feet â€¢ Test Pit backfilled upon completion â€¢ No ground water encountered. â€¢ No instrumentation installed Tahle A-1 file:996712 Lou of Test Pits Test Depth uses Soil Description Sample No.I Water Pocket Pit Interval Class. Depth (feet) Content Pen. No. (feet) (%) (Kg/sq. cm) TP-2 0.0 - 1.7 OL Dark brown fine sandy organic SILT with some gravel (topsoil) (soft) (numerous roots) 1.7 - 2.7 Gi\!1:-.U. Orange sandy gravelly SILT to 2-1/2.0 5.3% silt, GRAVEL 2.7 - 6.0 G\V Brown fine to coarse sandy 2-2/5.0 8.9% GRAVEL and cobbles (relatively compact, moist) (Gravel is rounded to subrounded 12 inch minus) 6.0 - 7.0 GW/GM Gray sandy gravel with trace to 2-3/6.8 5.9% some silt ( relatively compact. saturated :11 G.8 feet. heavy ! SCCD:!~C at 7.U feet) 7.0 - I ,\IL Gr:.1y silt wit h truce line sand 2-âž”/8.0 32.6% IU.6 I (wet, rcl.uivclv compact) 2-5/10.6 35.6% Notes: â€¢ Test Pit terminated on 5/22/99 .u IU.G feel â€¢ Test Pit backfilled upon completion â€¢ Ground water encountered at 7.0 feet. â€¢ No instrumentation installed FILTER FABRIC MATERIAL 60" WIDE ROLLS NOTE: SPACING BETWEEN POSTS (USE STAPLES OR WIRE RINGS TO NOT TO EXCEED 6' ATTATCH FABRIC TO WIRE) â€¢ <O WIRE MESH SUPPORT FENCE FOR SLIT FILM FENCES 2" BY 2" BY 1 4 GA. WIRE FABRIC OR EQUIV. â€¢ 0 I N 0 I io PROVIDE 3/ 4" -1 1 /2" N .... WASHED GRAVEL BACKFILL IN TRENCH AND ON BOTH SIDES OF FILTER FENCE FABRIC ON THE SURFACE 8" MIN. 2" BY 2" WOOD POSTS (STANDARD OR BETTER OR EQUIV. ALTERNATES: STEEL FENCE POSTS) FIL TEA FABRIC FENCE NOT DRA~N TO SCALE Jell NQ.: Western Geotechriicar on u tants, Inc. SEDIMENT CONTROL FILTER FABRIC FENCE 4181 Saltsprings Driveâ€¢ Ferndale, WA 98248 0Â£0([.I) â€¢ ., Phone (360) 380-2507 â€¢ Fax (360) 380-2507 . DATE: SCoALÂ£: 1t N/A ~ N/A 1. EXCAVATE THE TRENCH. 2. PLACE ANO STAKE STRAW BALES . .3. WEDGE LOOSE STRAW BETWEEN BALES. 4. BACKFILL AND COMPACT THE EXCAVATED SOIL. CONSTRUCTION OF A STRAW BALE BARRIER NOT DRAVN TO SCALE POINTS A SHOULD BE HIGHER THAN POINT B PROPER PLACEMENT OF STRAW BALE BARRIER IN DRAINAGE WAY NOT DRAVN TO SCALE ,,ce NO.: Western Geotechnical Consultants, Inc. SEDIMENT CONTROL STRAW BALE BARRIER 4181 Saltsprings Drive â€¢ Ferndale, WA 98248 Phone (360) ~80-2507 â€¢ Fax {360) 380-2507 Â· 0â€¢n:: " N/A ,,. ' -, _.,, ... ,...,. - .. ~â€¢,":â€¢"â€¢ .. ,',.",.__ __ .,,,h, .. '-.,, "",,_Â¾',,,_ 'â€¢;,, ',_.-... '\, -, .. ,...,,,.,,, ----~\- N aaÂ·1aâ€¢o4'" w 469.91 ----- __ R_/_W_C_EN-TERi:;;:E (1\'P.) J BURKE AVENUE ~ -,o.,_.___ +104.20 ASBUIL T CENTERLINE (TYP.)_/ ~ ._ -- _,,,,. - - - - - ~SPHALT PAVEMENT f - DRAINAGE DIVIDE OFFSITE AREA=0.018 ACRES -OFFSITE 7 I GRADE LANOSCAPE AREAS T(TYPIO DRCAALIN ) TO YARD DRAINS. RIG-IT-OF-WAY TO BE OEOICA TED I TO lHE OTY OF ARLINGTON / I / WALK FLUSH WITH PA\ltMENT I I J. I I ~ CB 2 TYPE 11-114" DIA. ------'--Â·-"---'---'CB'-"-.:..1 _,TY=P=E_,I_J \SQ.JO ROUND LOO<ING UO SOLID LOO<IHG UC ;' ~lH GRAlE C0'-1Â£R I\Eâ€¢10J.70 ~:):l;":~ I RE-...â€¢103.80 IE,- 101.20- ft" I IE â€¢'1-02.10 IE â€¢'--!IZ,20-38- - --- - - - 0 I I MNNT ... N TOP Of' FOUNDATION WALL AT ~L..;:1.:;:j"-----tt-tt-r-eÂ·â€¢ERF. EJivATION 10U5. INSTALL a- CLEANOUT ADI o o.oox W11ij GRATE COIS 'MiERE NEEDED TO EACH END / ~ P~VIOE OUTlÂ£T FOR DRAINAGE FROM WINDERMERE BUIU)tNGI CB II TYPE I CONNEC k)N Sll~WAU<. I g. 17'~6'" [DS â– 0.~9X LO'M':R LEVEL: 6046 SF SR10E-. 1G03RA,6TE D CONNECT:roAOS TO INFlLTRA SYSTEM STORAGE/MEZZANNINE: 636 SF IE -101.55 Iv IE ~101/ O ~) D.S. (DOIINSPOJ./!) I F.F. ELEV - 104.05 â€¢~-~RllO~Of'~~R~"'~N==-~------ I PROP~EO INFlllRATICN BASIN I 104.60 d ~ ~! ~E1:!1:~~ 8,Â°~SET) -------- -- .-- -- - -l(l4_ - _ -~-6-ADS O 0.581: t" I / SEE 9 AILS, SHEET 5 5 . ;1 < JE â€¢102.20 I I I PROJECT BOUNDARY . ~ / < L /.,,I - __ ~ BUILDING NOT TRIBUTARY TO TANK .;,' 0 < ~ ~ 104.ii"3.1 0.136 ACRES 11 I PROPOSED INFILTRATION BASIN/ '' I ~ ~ (/ I / RETAINED AREA=0.445 ACRES /:: I 104 0" ~ a ~ I d uillillj I V1 11 I ~ I I OF ~ITE AREA~~017 ACRES------ ; I I 0 PROPOSED WATER QUALltj' TANK WALK FLUSH Wlll-i PAVEMENT f \ RETAINED AREA=0.310 !ACRES o.s Â·' I i I . _.,_ .. ll I . . / Â·~~ / c=:=::=:i c== ==== c:=:::::::::::: c:=:::=..=:t c======i c::===::::=::i c:::::=:==::J ~ .... / [QITQ] [IQiw I I \ I / '\ ,.- / I' / \ I \ I I I \ I I gtu \ I ' ' I ---\ ~ I EX. SSMH 1\ / RE XXX.XX / \ / IE XXX.XX / \ ec âœ“ / '3, ., !-------+---\' .,,.. ss-----~O,...Â·-. ,+;-~--,ih-, \ < \ \ I I \ l!...,;,...;.!..l,..::_~W,,.,.,1!i,ll:;,,;i-,,.-a~,.;,...;.,...-l,l!'""'~-ilii''~i1;;'}>..,\:jj \ ,o"_,.,. DRAINAGE AREA MAP \ I .,. ,.... I '/ CB 4 TYPE I CB S TYPE H-14' DIA. I sm, GRATE 90UO ROUND LOO<ING UO POST-DEVELOPED E~. Cl RE :s 103.50 RE -104.00 IE â€¢101.25 IE -101.20- 8" RIE E Â±1'043.4.48 8 IE - gJ.20-36" I CONDITIONS i---------35' ------~--------\5' ~--1+<----~--J \ ~ \ ~ FOR \, / ,"' / \ / / WINDERMERE BUILDING SCALE: 1 "=20'