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19700 67TH AVE NE_035519_2026
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DATE RECEIPT #k DIM OFFI IA . 1 µN rL -'s �Cam F.4w, 1T..�•y,�t -. .ew n n„ 1 . - - •fit - �..•r_p r�nY•�M1 If11. 1 r �N1 1'k`1 r J 11 ir 1 1 1 f+l s�1 1 F _ ILI!• • / -J r ,c rr:.c r ip rr�;� Ji n ,' 1: �+1 I I ;I • 1 •2Jq� rs if if, 'ii ii/ �/g a '�1 . 1'1,3 JIj1.�K T ► '-F.r E.�.� _1 rI 11 1 4%A Fri:It,i i►9TCUl7cr VI i ii_ � ,�=��1711L1'd dart. di 1 ••AsnA •mj�'i �91r.• K e ' la h �t i *ll�f'f M;•71'C'rA•7 J I I City of Arlington Building Dept PUBLIC WORKS CHECKLIST PERMIT # �� , S� � ' DATE7115 13 LEGAL ! Plat Lot Tax ID# NAME (� ADDRESS Lod I—r-1 l -L BUILDING USE ,t # of BUILDING UNITS Existing Required Signature Date; Water Meter Fire Hydrant Side Sewer Permit Monitoring Manhole Cross-Connection Control Sewer: Off site On site Water: Off site L/ On site d/ -Pretreatment Discharge Permit / Water/Sewer Fees L/ VhmL 0J �� /tpp 4 �'S3 Date received REC �' QV � D Date Yellow returned _luL 16 ?nna Date Pink returned Utilities Did. -.e��..—ter -_ —�— +-err-»�� •�r..� rsh�sr rv..� �-r_�e--• -�- � �r. .-. -�. �� . � f�I �. ... ' f,.. � ��' i � . . .I i O. City of Arlington Building Department REQUEST FOR REVIEW FORM PROJECT NAME: 51vo PROJECT ADDRESS: BP #: c�?,, !S 1 1 4 PROJECT MANAGER: Linda Friddle, Permit Coordinator DATE OF CIRCULATION: 7� l L 16 3 RETURN THIS FORM BY:.. TYPE OF PROPOSAL: PROJECT SUMMARY: RESPONDING DEPARTMENTS: ❑ TOM C., FIRE ❑ JIM T., GALE & GALE -br IaO �l'9 S�zQ ❑ TERRY C., KAREN L., UTILITIES �/ �v o r S-rw� lN��o�-- Aa �d} Cy" YVONNE P., PLANNING ❑ SHARREE L., GENERAL SERVICES ❑ GREGG E., ENGINEERING ' SUBMITTAL INFORMATION IS ATTACHED. Please review t e i f rmation and return this form and your comments, either on the drawings or in memo form, to the Building Department. If you have no comments, please return the form with the"No Comments"box checked. PLEASE MARK ONE BOX, SIGN, DATE,AND RETURN THIS FORM TO LINDA. ❑ MORE TIME REQUESTED, WILL SUBMIT ON COMMENTS FOR THIS REVIEW ARE ON ATTACHED DRAWIN COMMENTS FOR THIS REVIEW ARE ❑ NO COMMENTS FOR THIS REVIEW, OKAY TO ISSUE PERMIT -*y REVIEWED BY CG DATE 7 te-1-I D� I City of Arlington ORIGINAL Building Department REQUEST FOR REVIEW FORM PROJECT NAME: )Nc) L O �,W PROJECT ADDRESS: U-40 10 7 Tit w— BP #: a 3.�7 9' A O 3 - SS2 d PROJECT MANAGER: Linda Friddle, Permit Coordinator DATE OF CIRCULATION: T/I L¢ RETURN THIS FORM BY: b l�q TYPE OF PROPOSAL: PROJECT SUMMARY: RESPONDING DEPARTMENTS: ® TOM C., FIRE ❑ JIM T., GALE & GALE ❑ TERRY C., KAREN L., UTILITIES N M ❑ YVONNE P., PLANNING SHARREE L., GENERAL SERVICES ❑ GREGG E., ENGINEERING SUBMITTAL INFORMATION IS ATTACHED. Please review the information and return this form and your comments, either on the drawings or in memo form, to the Building Department. If you have no comments, please return the form with the"No Comments" box checked. PLEASE MARK ONE BOX, SIGN, DATE,AND RETURN THIS FORM TO LINDA. ❑ MORE TIME REQUESTED, WILL SUBMIT ON ❑ COMMENTS FOR THIS REVIEW ARE ON ATTACHED DRAWING ❑ COMMENTS FOR THIS REVIEW ARE IN ATTACHED MEMO /017 NO COMMENTS FOR THIS REVIEW, OKAY TO ISSUE PERMIT REVIEWED BY ' DATE ,lA��lE�1A� • � J. �'� v �� � � 1 � . . �• � �• � „'S �c ' ., . , . • � . . . ,"� �, � r� �+ , /'L. r City of Arlington Building Department REQUEST FOR REVIEW FORM PROJECT NAME: J` NC-) cD 'tz�lW PROJECT ADDRESS: I lQ--44n 07 ifBP PROJECT MANAGER: Linda Friddle, Permit Coordinator DATE OF CIRCULATION: RETURN THIS FORM BY: I D W a y-V-*1 !L1-Ct TYPE OF PROPOSAL: ill) 166W PROJECT SUMMARY: ''E'zpnNDING DEPARTMENTS: 5 -f L) TOM C., FI R�- LJ JIM T., GALE & GALE 1�lGLV1 t S ❑ TERRY C., KAREN L., UTILITIES ro (e ❑ YVONNE P., PLANNING �.1 SHARREE L., GENERAL SERVICES ❑ GREGG E., ENGINEERING SUBMITTAL INFORMATION IS ATTACHED. Please review the information and return this form and your comments, either on the drawings or in memo form, to the Building Department. If you have no comments., please return the form with the"No Comments" box checked. y` PLEASE MARK ONE BOX, SIGN, DATE, AND RETURN THIS FORM TO LINDA. ❑ MORE TIME REQUESTED, WILL SUBMIT ON ❑ COMMENTS FOR THIS REVIEW ARE ON ATTACHED DRAWING ❑ COMMENTS FOR THIS REVIEW ARE IN ATTACHED MEMO NO COMMENTS FOR THIS REVIEW, OKAY TO ISSUE PERMIT N.' REVIEWED BY' DATE City of Arlington Building De'-) FIRE DEPARTMENT CHECK .1ST PERMIT # L DATE: 7/Z 512�3 NAME: �(�M v ADDRESS: 1 -/ L���� 0-7 rH � LEGAL: raj 1�150c_ ��1 — 0 BUILDING USE: t1qAAkjy& OCCUPANCY CLASSIFICATION: �--, A B E F H 1 2 12.1131 4 1 1 2 3 1 1 2 1 2 1 3 1 4 5 1 6 1 7 I M R S U 1.1 1 1.2 1 2 1 3 1 1 3 1 1 2 3 4 5 1 2 TYPE OF CONSTRUCTION I II III 1V V F.R. F.R. ONE-HOUR N ONE-HOUR N H.T. ONE-HOUR N Item inspected & completed Site Plan: Approved Denied Signature & Date: Access Requirements: Required: Fire lane: Sprinkler system: Alarm system: Knox Box: Fire extinquishers: Hydrant: # of hydrants required: Location of Hydrant: Location of Knox Box: Location of Fire Extinquishers: Fire Flow requirements: Location of address on building: FIRE DEPT: Date: igmture Build\form\f'dchecklist 71 or. 16 j ■ —JL - - - - - - - - - r - - - - - - 16 - - 4a 1 u Ire u_ ■L I :z City of Arlington Building Dept' PUBLIC WORKS CHECKLIST PERMIT# 03 '55 19 DATE LEGAL '� C ��� �� C, Plat Lot Tax ID# NAME c M.,.VV4,14 _k, ADDRESS �/ L.[� c U ?r7i BUILDING USE LA L_ ! # of BUILDING UNITS Z Existing Required Signature Date Water Meter Fire Hydrant Side Sewer Permit Monitoring Manhole Cross-Connection Control Sewer: Off site On site Water: Off site On site Pretreatment Discharge Permit Water/Sewer Fees Date received Date Yellow returned Date Pink returned T _ - -M r -01111111- ti iA LIN 4* 1 1 � I ` I' 1 '1 1�1 1 •I ' _•' ! 1 1 � ' _ 1 11 I 1 '1j It I Al \ } ' I' ' 1 �� ` .. •- � :� I ' 1 I � *, I�: 1��A _4 1 � 1 I11 1 11 �' ► 1 II I I 1 I r � 1 II I •� h 1 - ' _ ._ —.. __.__��_� -_._�__�..�.�-.-r.—..—�—..._��..ems._ - -•-�---m.`^ems--��Tom-�•.-sr�eT.•, �-- ��1Y City of Ax'_igton �C 4 _-"m [F 4 D e �] wovVil • Development Services 9w. '�0Z 238 N. Olympic•Arlington, WA 98223 DATE JOB NO. ❑Administration 'OBuilding ❑Engineering ATTENTION ❑Planning ❑Utilities TO RE; i WE ARE SENDING YOU 0 Attached ❑ Under separate cover via the following items: > ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples Specifications ❑ Copy of letter ❑ Change order ❑ I COPIES DATE NO. DESCRIPTION THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ El BIDS DUE 19 ElPRINTS RETURNED AFTER LOAN TO US REMARKS i COPY TO—. SIGNED: If enclosures are not as noted,kindly notify us at once. r PREPARED BY SNOHOMISH COUNTY DEPARTMENT OF PUBLIC WORKS RECEIVED JUL 11 ZOA�. CITY OFARLINGTON DRAINAGE REPORT JULY 1, 2003 03 - �Po TwgPy F 363-3 p FGISTER� �f�ONAL E -7 ►l�7 EXPIRES: 5/24/0 ARLINGTON DECANT FACILITY AND EQUIPMENT GARAGE. PHASE 1 - MASTER LAND USE PLAN RM-611-35-3309 SNOHOMISH COUNTY DIRECTOR OF PUBLIC WORKS PETER E. HAHN w A �� +r �v� ARLINGTON DECANT FACILITY AND EQUIPMENT GARAGE DRAINAGE REPORT TABLE OF CONTENTS Introduction 1 Existing Conditions 1 Existing Soils and Drainage 1 Precipitation 2 Proposed Conditions 2 Decant Facility 2 Jet/Vac Treatment System 2 Equipment Garage 2 Proposed Drainage Systems 3 Soils and Infiltration 3 Asphalt Driveways 3 Roof Runoff 4 Erosion Control 4 Operations and Maintenance 4 APPENDICES A Site Plans B Photographs C Soils Data D Precipitation Data E Infiltration Analysis F Infiltration Trench and Driveway Details G Operation/Maintenance Manual W:\pw_esproj\3636\ROADM-2\Documents\Other\Drainage\drainage rpt revldoc ' i i INTRODUCTION This report provides engineering information for Phase 1 of the Master Land Use Plan for the Snohomish County Road Maintenance yard in Arlington. Phase 1 includes construction of a vactor decant facility and an equipment garage. The decant facility will provide a site in the north end of the county to decant and treat the drainage waste from vactor trucks. Currently, the trucks operating in the north end of the county must drive over 20 miles to dump their waste. The proposed facility will allow the liquid waste from the vactor trucks to drain into the City of Arlington's sanitary sewer treatment system. The solid waste will then be.hauled off site to a landfill. The equipment garage will be constructed approximately 130' south of the decant facility and will house two Snohomish County vactor trucks. This drainage report covers the stormwater for the decant facility, the equipment garage, and the proposed driveways. The proposed decant facility and equipment garage will be located on the west side of the Snohomish County Road Maintenance yard. The site is in Section 15 Township 31N Range 5E,. see the vicinity map below. The proposed site plan is shown in Appendix A. k 204TH T NE u TST o 0 Sr NE CEMM n h n o B a ROAD �o I97TN y 19 < 51 tz- T t� `q a t9 ND N, 9 PROJECT�r 190TH SITE S. NE s� X 4 VICINITY MAP N.T.S. EXISTING CONDITIONS Existing Soils & Drainage The site(i.e. project limits) is approximately 1 acre in size and has minimal vegetation. It slopes slightly from 1%to 3%towards an existing infiltration pond located on the south side of the site. There was no evidence of recent flooding or flows overtopping the existing drainage system during the field evaluation. W:\pw_esproj\3636\ROADM-2\Documents\Other\Drainage\drainage rpt rev3.doc 1 i The Soil Survey of Snohomish County Area (SCS, 1983) classifies the soils as Lynnwood loamy sand, 0 to 3 percent slopes, and hydrologic group A. This is a very deep and somewhat excessively drained soil with the permeability rate ranging from 2 in/hr at the surface to 20 in/hr after a depth of 7 inches. Due to the sandy, well draining soils, most of the stormwater runoff from the project limits infiltrates before it reaches the existing infiltration pond. A copy of the soil map is included in Appendix C. Additional information on soils is contained in the Snohomish County geotechnical memorandums and soils logs also included in Appendix C. See Appendix B for site photographs. Precipitation The Department of Ecology's Stormwater Management Manual for the Puget Sound Basin shows the precipitation at the project site during a 100-year, 24-hour storm event to be approximately 3.8 inches. See Appendix D for precipitation data. PROPOSED CONDITIONS Decant Facility The decant facility will consist of a 36'x 89' pre-engineered metal building on a concrete foundation. The east side of the building will be open. There will be three bays separated by six-foot high concrete stem walls. A restroom and storage shed are also proposed on the south side of the decant building. The proposed asphalt driveway for the facility will be approximately 8,400 SF. The proposed site plan is shown in Appendix A. Jet/Vac Treatment System There are three separate bays for the treatment of the vactor waste. Each bay has a concrete floor sloping to a catch basin to collect runoff from the solid waste. The slopes of the concrete floors typically range between one and three percent. The vactor trucks will decant their liquids in the first bay. They will then dump the wet solids on the floor in the second bay to allow more liquids to drain out. Later, these solids will be moved to the third bay for further drying. The dried solids will then be hauled to a landfill. The vactor waste will be entirely contained within the building and will not enter the surrounding soils at the site. The treatment system for the facility is designed to separate any solids or oils that enter the catch basins from the liquid waste. The liquid waste will flow through a series of catch basins, two oil/water separator vaults, a monitoring manhole and a flowmeter before discharging into the City of Arlington's sanitary sewer system. Prior to entering the sewer system the liquid waste will be metered and subject to sampling and testing by the City of Arlington. A 15-foot wide asphalt driveway has been provided along the north side of the decant building to allow access for the water quality sampling, flowmeter readings, and routine maintenance of the treatment vaults and flowmeter. Equipment Garage The equipment garage will be a heated 48' x 52' prefab metal building on a concrete slab foundation. It will house the two trucks used to bring vactor waste to the site and other misc. equipment. The proposed driveway for the garage will be approximately 2,800 SF. W:\pw_esproj\3636\ROADM-2\Documents\Other\Drainage\drainage rpt rev3.doc 2 • I PROPOSED DRAINAGE SYSTEMS Soils and Infiltration Rate The soils on site allow for the infiltration of stormwater runoff. Stormwater runoff from the asphalt driveways and proposed buildings will be infiltrated in accordance with the 1992 DOE Manual. Soil logs recorded by the Snohomish County Geotech Group indicate the upper 3 feet of soil encountered in the area of the garage consisted of sandy gravel, silty sand, and sandy silt which was interpreted as fill. Below the fill, soil encountered consisted of medium to coarse sand and sandy gravel to a depth of 9 feet below the ground surface (bgs). From approximately 9 feet to 16.5 feet(bgs), the soil consisted of brown-gray medium sand. Ground water was not encountered in the boring. Table III—3.1 from the 1992 Department of Ecology's Stormwater Management Manual for Western Washington(DOE) shows the infiltration rate for sand is 8.27 inches per hour. The soil logs and geotechnical recommendations completed by Snohomish County indicate that the site soils are sand, and a design infiltration rate of 4.13-inches/hour is appropriate. (Note: a safety factor of two (2)was added in accordance with DOE). See the memo dated March 7, 2003 from Dale E. Topham, P.E. located in Appendix C. Soils encountered in the upper 3 feet near the proposed decant building (TP-1) generally consisted of medium to coarse sand, which will also provide adequate infiltration. See the memorandum dated February 4, 2003 from Dale E. Topham,RE and the soil logs located in Appendix C. Time Step Analysis Models have been created for each of the infiltration trenches(see Appendix E). The models show that the trenches will adequately accommodate the stormwater runoff from the 24-hour, 100-year storm event in accordance with the 1992 DOE Manual. Any stormwater runoff exceeding the capacity of the trenches will flow to the existing infiltration pond located south of the proposed equipment garage. Details of the infiltration trenches are attached in Appendix F. Descriptions of the proposed drainage patterns and infiltration design for the driveways and roof areas are indicated below. Overall, the existing drainage patterns will remain unchanged. Asphalt Driveways The asphalt driveway for the decant facility will slope to the south. The driveway for the equipment garage will slope to the north. Stormwater will sheet flow from these driveways through 20-foot wide grass filter strips before flowing into an infiltration trench sized for the 24- hour, 100-year storm event (see Appendix F for a schematic of the infiltration trench). The proposed gravel filled trench is 80 feet long, has a width of 7 feet, and a depth of 4 feet. The location of the infiltration trench is acceptable per the email dated and stamped June 16, 2003 by Dale Topham,P.E. (located in Appendix Q. The 20-foot wide filter strips on either side of the infiltration trench will provide adequate water quality. The driveways will not be used for parking, and therefore considered non-pollution generating surfaces. The materials that are dumped from the vactor trucks will be entirely contained within the building and will not enter the surrounding soils at the site. A small area north of the decant facility drains toward the project limits. Any runoff from this area will be directed toward the existing infiltration pond via a shallow swale along the north W:\pw—esproj\3636\ROADM-2\Documents\Other\Drainage\drainage rpt rev3.doc 3 i i edge of the proposed decant driveway,to a gutter along the access road and then through a culvert beneath the equipment garage driveway. Capacity calculations for the shallow swale are provided in Appendix E. If the capacity of the shallow swale is exceeded, the water will sheet flow across the existing access road, and flow into the existing drainage system. In the event that the shallow swale overtops, no structures would be flooded. Roof Runoff The stormwater runoff from the roof of the decant facility and the garage will be collected in gutter and downspout systems, dispersed onto the ground via splash blocks, and flow into appropriately sized infiltration trenches on the west side each building. The roofs will be constructed out of non-pollution generating materials. Therefore the roof runoff is considered clean and no water quality BMPs are required prior to infiltration. The water will however flow through 10' of grass prior to reaching the infiltration trenches behind the buildings. EROSION CONTROL The primary erosion and sediment control BMP will be proper soil stabilization methods. Erosion control measures such as silt fences and rock check dams will be constructed prior to any grading activities to protect the existing infiltration pond. Permanent vegetative cover and limiting cut and fill slopes to 2:1 max are proposed to prevent/minimize erosion and siltation. The infiltration trenches will not be constructed or placed into service until all of the contributing drainage areas have been stabilized and approved by the responsible inspector. Once construction is complete, all exposed soils will be seeded to prevent erosion. OPERATIONS AND MAINTENANCE The Operations and Maintenance manual for the proposed drainage features (filter strip and infiltration trenches) is located in Appendix G. Provision will be made for regular and perpetual maintenance of the infiltration trenches and filter strip. The observation well will be monitored for sediment buildup on a regular basis. Removal of accumulated debris/sediment in the trench will be conducted every 6 months or as needed to prevent clogging, or when water remains in the pond for greater than,24 hours at or less than design storm conditions. See the attached Operations and Maintenance criteria in Appendix G. W:\pw_esproj\3636\ROADM-2\Documents\Other\Drainage\drainage rpt rev3.doc 4 i I APPENDIX A SITE PLANS W:\pw_esproj\3636\ROADM-2\Documents\Other\Drainage\drainage rpt rev3.doc ^ .. V I I DRAINAGE AREAS Arlington Decant Facility and Equipment Garage RM 611-35-3309 I — -------------- ACCESS ROAD AREA 2A 856 SF PROPOSED PROPOSED DECANT DRNEWAY N FACILITY AREA 1A AREA 2B 8,404 SF 3,204 SF z I PROPOSED PROPOSED EQUIPMENT DRNEWAY GARAGE AREA 1B AREA 3 2,792 SF 2,496 SF i ISTING INFILTRATIO - POND N.T.S W:\PW—ESProj\3636\ROADM-2\Drawings\Design\3636-PL-South.dwg , i �m � S� N 23.8 IN 123.5 s I 123.9 123 w 0 N 123.6 123.72 2 NGVD 1929 +0.44' ` I x x - AV O 20 40 VERTCAL OATUM CITY OF �`�♦ --J 123.3 123.3 SC41E/N faT ARLINGTON NGVD 19 9 +D `--�— x 124.35 4 124.35 20% ETAIL A GENERAL NOTES I. ALL WORK SHOWN ON THIS PLAN WILL BE N t CONSTRUCTED BY OWNER/OTHER. 2• FILL MATERIAL MAY BE NATIVE SOIL OR 9 I PROPOSED FILTER STRIP APPROVED BY COUNTY GEOTECHNICAL Is O DECANT ENGINEER. BUILDING \ 3• SEE GENERAL NOTES ON SHEET 2. 1 ` _CONSTRUCTION NOTES I 1 N 122 ` CONSTRUCT 65 LF OF INFILTRATION 1 4 i o TRENCH PER INFILTRATION TRENCH _ DETAIL A THIS SHEET Z �` % 24.35 t24 O CONSTRUCT 80 LF INFILTRATION I TRENCH PER INFILTRATION TRENCH LEI t 1.: x122.5 DETAIL B THIS SHEET Q • ♦ i/ �� O CONSTRUCT 45 LF INFILTRATION 0 I ♦� 1, TRENCH PER INFILTRATION TRENCH DETAIL B 1 1`.�-/ DETAIL A THIS SHEET 1 1a i I x122-5 I O INSTALL SPLASH BLOCKS AT OUTLET s 1 I FROM ROOF DOWN SPOUTS 123.D 4 i 3 O OWNER/OTHER TO PAVE PER 1 i 124.0 DRIVEWAY DETAIL, SEE DETAIL THIS N j 122.5/ icy 1, SHEET 15% PROPOSE 44} © CONSTRUCT SHALLOW SWALE FOR 48' X DRAINAGE EQUIPME o N i 1 I GARAGE O CONSTRUCT 0.5' HIGH BERM FOR is DRAINAGE PER DETAIL THIS SHEET I i 9 15% ® 20' GRASS FILTER STRIP 122 ``♦ I N ; 1 124.0 ♦ O CONSTRUCT 8' PERFORATED PVC 1 OBSERVATION WELL PER INFILTRATION I I I 4 DETAIL THIS SHEET IL co q� i 'iti� CRY OF ARUNGTON Alt" THIS SHEET WAS BEEN APPROVED PER CANDRIONS ON THE COVER SHEET. O � / CONSTRUCTION AS-BUILT BY: ACKNOWLEDGEMENT BY:1 1 1 1 l CITY ENGINEER CITY ENGINEER N I I 1 1 I ! 1 DATE: / �_ DATE: PLAN CHECK BY DATE I Saved Lost Sad By: spwmao Jul 01. 2003 — 10:57am 90" REVIEW '-°' ;OUNTY ARUNGTON DECANT FACILITY No T OF AND EQUIPMENT GARAGE RKS 5 R"" 61- OF PLAN 0 DATE N0. REVISKHd RM 111 :: r � '• i Topham, Dale From: Topham, Dale Sent: Monday, June 16, 2003 1:18 PM To: Ojala, Matthew Cc: Campbell, Bob Subject: Arlington Decant Facility As requested, I have reviewed the proposed location of the infiltration trench, which is as close as 12 feet from proposed equipment shed/restroom. Based on the current design plan and on conditions observed in the geotechnical explorations, it is my opinion that the 12-foot separation is sufficient and that performance of the footings will not be adversely impacted by the proximity of the infiltration trench. Dale E.Topham, P.E. Geotechnical Engineer �Qp f Snohomish County Public Works 425-388-6668 �+ Q. TONAL ' EXPIRES tJ5/C� 1 -i 1 I� APPENDIX B PHOTOGRAPHS W:\PW_ESProj\3636\ROADM-2\Documents\Other\Drainage\drainage rpt rev3.doc i� D, cant Site .�L. Photol: Site for the Decant Facility. This photo was taken from the access road looking • •.• in the background • l Ave NE. V. Photo 2: Site for the proposed Equipment Garage. This photo was taken from the access road looking west. The road in the background is 63rd Avenue NE. ''' •'1 �+ ` � rfP ,�yr I , 7 ,, ��}c•J1� \i /J,.IY' r„ � ' 1� ` ? �s r . ...rtr+nra�tll�R�} r ' I tl2 0 . l✓.F;t A !`.Vt�r�, �1`!' - y t 15,41.)�1ti�,r►1 41LL. lo +xvt' tSiN{y' t S�^lItiJ ;1ry ,Y Ir t iV • �- r•I 4�.•`, - �pif��J,� ,'y � ���i Yi r.� 1 r'�ti� 1�4` 1 till' i t Photo 4: The existing infiltration pond located lust south of the proposed Equipment Garage. SITE _.... A �• F, Photo 5: A 2001 aerial orthophoto of the site with parcel data. W:\PW_ESProj\3636\ROADM-2\Docum tsne Other\Dra nage\drainage rpt rev3.dor. APPENDIX C SOILS DATA W:\PW_ESProj\3636\ROADM-2\Documents\Other\Drainage\drainage rpt rev3.doc Snohomish County Area, Washington 29 Unsurfaced roads and skid trails are soft when wet, and This unit is used mainly as woodland and for urban t they are impassable during rainy periods. Logging roads development. It is also used for hay and pasture. require suitable surfacing for year use. Rock for Douglas-fir is the main woodland species on this unit. road construction is not readily available on this unit. On the basis of a 100-year site curve, the mean site Establishing plant cover on steep road cut and fill index is 158. On the basis of a 50-year site curve, the slopes reduces erosion. Steep yarding paths, skid trails, mean site index is 121. The mean annual increment at and firebreaks are subject to rilling and gullying unless culmination (CMAI) for Douglas-fir at age 65 is 168 cubic i adequate water bars are provided or they are protected feet per acre. Among the trees of limited extent are by plant cover. Following road construction and western hemlock and western redcedar. Among the harvesting, road failure and landslides are likely. common forest understory plants are western swordfern, Because the rooting depth is restricted by a seasonal brackenfern, deer fern, and red huckleberry. perched water table, trees are frequently subject to This unit is well suited to year-round logging. Logging i windthrow. roads require suitable surfacing for year-round use. Rock ' Reforestation can be accomplished by planting for road construction is not readily available on this unit. Douglas-fir seedlings. If seed trees are present, natural Reforestation can be accomplished by planting reforestation of cutover areas by red alder occurs Douglas-fir seedlings. The droughtiness of the surface readily. When openings are made in the canopy, layer reduces the survival of seedlings. When openings invading brushy plants, if not controlled, can prevent the are made in the canopy, invading brushy plants, if not establishment of seedlings. controlled, can delay the establishment of seedlings. The main limitations for building sites are steepness of The main limitation for hay and pasture is low available slope, the hazard of hillside slippage, and soil wetness. water capacity. Use of proper stocking rates, pasture Drainage is needed if buildings with basements and rotation, and restricted grazing during wet periods helps crawl spaces are constructed. Access roads must be to keep the pasture in good condition. Proper grazing designed to control surface runoff and help stabilize cut practices, weed control, and fertilizer are needed for slopes. The soil in this unit may slump readily in maximum quality of forage. In most years supplemental excavated areas. irrigation is needed. Fertilizer is needed for optimum The main limitations for septic tank absorption fields growth of grasses and legumes. are the seasonal perched water table, slow permeability, This unit is suited to use as homesites. The main and steepness of slope. Conventional septic tank limitation for septic tank absorption fields is seepage. If absorption fields often fail or do not function properly. the density of housing is moderate to high, community This map unit is in capability subclass Vle. sewage systems are needed to prevent contamination of -- 30—Lynnwood loamy sand, 0 to 3 percent slopes. water supplies as a result of seepage from onsite This very deep, somewhat excessively drained soil is on sewage disposal systems. Cutbanks are not stable and terraces and outwash plains. It formed in glacial are subject to caving in. outwash. Areas generally are 10 to 30 acres in size, but This map unit is in capability subclass IVs. a few areas are as much as 600 acres. The native 31—Lynnwood-Nargar complex, 65 to 90 percent vegetation is mainly conifers. Elevation is 50 to 500 feet. slopes. This map unit is on terrace escarpments. Areas The average annual precipitation is about 40 inches, the are irregular in shape and are 20 to 200 acres in size. average annual air temperature is about 49 degrees F, and the average frost-free season is 180 to 200 days. The native vegetation is mainly conifers. Elevation is 400 Typically, the surface is covered with a mat of leaves, to 1,200 feet. The average annual precipitation is about needles, and twigs about 3 inches thick. The surface 55 inches, the average annual air temperature is about layer is grayish brown loamy sand about 1 inch thick. 48 degrees F, and the average frost-free season is 140 The upper part of the subsoil is dark brown loamy sand to 190 days. about 14 inches thick. The lower part is dark yellowish This unit is about 60 percent Lynnwood loamy sand brown loamy sand about 14 inches thick. The substratum and about 25 percent Nargar fine sandy loam. The to a depth of 60 inches or more is grayish brown sand. components of this unit are so intricately intermingled In some areas the surface layer and subsoil are sandy that it was not practical to map them separately at the loam. scale used. Included in this unit are small areas of Everett, Included in this unit are small areas of Pastik, Everett, Indianola, Pastik, and Ragnar soils. Also included are Skykomish, and Winston soils on terraces and outwash Custer soils in basins and soils that have slopes of more plains and soils that have a gravelly sandy loam surface than 3 percent. Included areas make up about 15 layer. Included areas make up about 15 percent of the Percent of the total acreage. total acreage. ti Permeability of this Lynnwood soil is rapid. Available The Lynnwood soil is very deep and somewhat water capacity is low. Effective rooting depth is 60 excessively drained. It formed in glacial outwash. inches or more. Runoff is slow, and the hazard of water Typically, the surface is covered with a mat of leaves, erosion is slight. needles, and twigs about 3 inches thick. The surface _ i I ,., t ti 185 Snohomish County Area, Washington TABLE 14.--PHYSICAL AND CHEMICAL PROPERTIES OF SOILS--Continued Erosion ; Soil name and 1DepthlClay <2mm! Permeability Available ; Soil Shrink-swell 1 factors ;Organic map symbol ; i ! ; water capacity ;reaction; potential ;�-i matter ! ! ! K ! T ! H Pat n , c , n r , In fin P It i 1 30------------- ! 0-7 ! 0-5 1 2.0-6.0 ! 0.08-0.11 15.1-6.0 !Low------------10.241 5 1 1-2 Lynnwood 1 7-291 0-5 i 6.0-20 ! 0.07-0.10 15.1-6.5 !Low------------l0.241 ! 129-60, 0-5 ! 6.0-20 ! 0.05-0.08 ;5.1-6.5 !Low------------10.171 i ! 1 ! ! ! 31*: 1 Lynnwood--------1 0-7 ! 0-5 ! 2.0-6.0 1 0.08-0.1 5 ! 1-2 1 15.1-6.0 !Low------------10.241 1 7-291 0-5 1 6.0-20 1 0.07-0.10 15.1-6.5 !Low------------10.241 It 129-601 0-5 1 6.0-20 ! 0.05-0.08 l5.1-6.5 !Low------------10.171 ! ! ! ! Nargar----------1- 0-6 ! --- i 0.6-2.0 ! 0.18-0.22 15.6-6.5 Mow------------10.321 5 ! 1-2 1 6-261 --- ! 0.6-2.0 1 0.1'8-0.22 15.6-6.5 !Low------------10.241 ! 26-411 0-10 ! 2.0-6.0 ! 0.05-0.08 16.1-6.5 !Low------------10.171 ! 41-601 0-10 i >20 ! 0.03-0.06 16.1-6.5 !Low------------10.151 ! 1 1 1 32---------------1 0-8 1 10-25 1 0.6-2.0 1 0.16-0.19 14.5-7.3 !Low------------10.321 3 1 3-15 McKenna 8-331 20-35 1 0.06-0.2 i 0.12-0.16 15.1-7.3 !Moderate-------10.321 It 33 ! --- ! --- ! --- I --- 1--------------- ----! ! 1 , 1 1 33------ 0-4 1 10-15 1 0.6-2.0 i 0.22-0.25 15.6-6.5 Mow------------10.321 5 ! 2-5 Menzel 1 4-161 10-15 1 0.6-2.0 , 0.20-0.25 16.1-7.3 1Low------------10.431 ! 116-601 10-15 1 0.6-2.0 ! 0.14-0.20 16.1-7.3 ;Low------------10.431 ! 34---------------1 0-4 1 --- ! 0.6-2.0 1 0.30-0.34 14.5-5.0 Mow------------10.101 5 ! 20-40 Mukilteo 4-351 --- i 0.6-2.0 i 0.30-0.34 14.5-5.5 !Low------------1---- ! ! 135-541 --- ! 0.6-2.0 i 0.30-0.40 14.5-5.5 1Low------------l----! i 154-601 --- ! 2.0-6.0 ! 0.10-0.14 16.6-7.3 !Low------------10.371 i I ! I 1 1 35, 36-----------; 0-6 ! --- ! 0.6-2.0 ! 0.18-0.22 15.6-6.5 Mow------------l0.321 5 ! 1-2 Nargar ! 6-261 --- ! 0.6-2.0 ! 0.18-0.22 15.6-6.5 Mow------------10.241 1 26-411 0-10 ! 2.0-6.0 i 0.05-0.08 16.1-6.5 !Low------------10.17! 141-601 0-10 1 >20 1 0.03-0.06 16.1-6.5 ;Low------------i0.15! ! 37+: 1 i f ! Nargar----------1 0-6 ! 0.6-2.0 1 0.18-0.22 15.6-6.5 !Low------------10.321 5 1 1-2 1 6-261 --- 1 0.6-2.0 ! 0.18-0.22 15.6-6.5 Mow------------10.241 1 126-411 0-10 i 2.0-6.0 i 0.05-0.08 16.1-6.5 ',Low------------10.171 i41-60i o-10 ! >20 i 0.03-0.06 16.1-6.5 !Low------------10.151 ! i i i ! ! ! I i ! Lynnwood--------1 0-7 1 0-5 ! 2.0-6.0 1 0.08-0.11 15.1-6.0 !Low------------10.241 5 1 1-2 1 7-29! 0-5 1 6.0-20 1 0.07-0.10 15.1-6.5 !Low------------10.24! 1 129-601 0-5 1 6.0-20 i 0.05-0.08 15.1-6.5 Mow------------10.171 1 i 1 i 1 38---------------! 0-4 ! --- i o.6-2.0 ! 0.14-0.18 15.6-6.0 !Low------------i0.241 5 1 1-2 Nargar Variant ! 4-311 --- ! 0.6-2.0 ! 0.14-0.18 15.6-6.5 !Low------------10.241 ! 131-601 0-10 Ii .1-6.5 !Low------------10.17! It. i ! ! ! 39---------------1 0-10! 10-15 1 0.6-2.0 ! 0.19-0.21 15.6-6.5 !Low------------ 0.241 _5 ! 5-15 Norma 110-281 5-10 1 2.0-6.0 ! 0.12-0.15 115.6-6.5 !Low------------l----! ! 128-601 5-20 1 0.6-2.0 ! 0.12-0.15 15.6-7.3 !Low------------l----I 1 40---------------1 0-9 ! 10-15 ! 0.6-2.0 ! 0.19-0.21 14.5-5.0 Mow------------10.371 5 1 2-5 Norma Variant 1 9-261 20-35 ! 0.2-0.6 i 0.19-0.21 15.6-6.0 !Moderate-------10.321 ! 126-351 5-10 1 2.0-6.0 ! 0.11-0.13 16.1-6.5 !Low------------ 10.321 ! 135-601 0-5 1 6.0-20 1 0.06-0.08 116.1-6.5 !Low------------10.20! ! 1 11 i i 1 ! 0 art 1 0-6 ! --- 1 0 6-2.0 ! 0.08-0.11 14.5-6.0 !Low------------10.241 2 1 5-10 g Y----------1 6 381 ! 0.6-2.0 ! 0.06-0.10 l5.1-6.0 !Low------------10.28! ! 1 38 1 --- ! --- 1 --- 1 --- 1---------------1----1 I Tokul-----------! 0-4 1 --- 1 0.6-2.0 1 0.16-0.19 15.1-6.5 !Low-=----------10.28! 2 1 15-20 i 4-221 --- ! 0.6-2.0 ! 0.15-0.19 15.1-6.5 !Low------------10.321 It 122-311 --- ! 0.6-2.0 i 0.14-0.18 15.1-6.5 !Low------------10.281 1 i Rock outcrop. See footnote at end of table. i. STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN Table III-3.1 Soil Properties Classified by Soil Texture Y p, •O •s S N Al r V 02. 0 0 0 0 0 0 0 0 0 o c 3 Y •�: E o 0 0 0 0 0 0 0 0 0 o N » M r1 V1 N N V1 r1 N N N V1 O $ V V A A A A A A A A A Su _ 8 y � Y � •2 C y � g •� V 8 N � O N N ^. O O O � O � E Z N e N •V 6 •w . Ypp Y G 00 � C i 7 V - Y 7 C , Z V � Y � d � K u E E la U w N h N C/ Y] N N U III-3-9 FEBRUARY, 1992 MEMORANDUM {, T v WA /j , TO: Matthew Ojala FROM: Dale E. Topham,P.E., Geotechnical Engineer 2s � � n 7 DATE: March 7, 2003 ANAL SUBJECT: Arlington Shop Decant Facility Infiltration Rates ExwsS- This memorandum has been prepared to document subsurface conditions encountered in the boring completed at the location of the proposed decant facility and provide recommended infiltration rate for use in design of the proposed stormwater treatment facilities. One boring and 2 test pits were completed within the footprint of the proposed garage facility on December 4, 2002. The upper 3 feet of soil encountered in the explorations consisted of brown, sandy gravel, silty sand, and sandy silt which was interpreted as fill, overlying a 1-to 2-inch thick layer of organic soil approximately 3 feet below ground surface (bgs). Below the fill, soil encountered in the explorations generally consisted of medium to coarse sand and sandy gravel to a depth of approximately 9 feet bgs. From approximately 9 feet to 16.5 bgs (bottom of boring), the soil consisted of brown-gray medium sand. Groundwater was not encountered in the boring. The locations of explorations are shown on the attached Figure 1. The exploration logs are also attached. We understand that stormwater management will be based on the 1992 Stormwater Management Manual for the Puget Sound Basin. Based on visual evaluation, infiltration rates would be low in the soils encountered in the boring from the existing ground surface to a depth of approximately 3 feet bgs. From below 3 feet bgs to the bottom of the boring (16.5 feet bgs), soils consist predominately of sand and gravel with generally less than 10 percent fines (silt or clay), which classify as sand within the USDA Textural Triangle classification system. Based on this classification system and on Table III-3.1 of the 1992 Stormwater Management Manual, we recommend an infiltration rate of 4.13 inches per hour for soils below approximately 3.5 feet bgs. This rate includes a safety factor of 2. Please call if you need further assistance. END OF MEMORANDUM i i ,t Arlington Shop Decant Facility March 2003 TABLE 1 —EXPLORATION LOGS Boring B-1 0'—3.0' Medium dense to dense, brown, sandy GRAVEL, moist; 1' silty layer at 3'; FILL. 3.0'—7.0' Dense, brown, gravelly SAND; moist; NATIVE SOIL. 7.0'—14.0' Dense, brown, fine to medium SAND; moist; occasional coarse sand and fine gravel; gravelly at 13'to 14'; NATIVE SOIL.. Test Pit TP-2 0'—3.0' Medium dense, brown, silty SAND/fine, sandy SILT; moist; organic layer approximately 2"thick between 2.5' and 3.0'; FILL 3.0—4.0' Medium dense, brown, medium to coarse SAND; moist; NATIVE SOIL. Test Pit TP-3 0'—3.0' Medium dense, brown, silty SAND/sandy SILT; moist;with roots and gravel; black organic layer approximately 1"to 2"thick at 3'; FILL. 3.0'—4.0' Medium dense, gray brown, medium to coarse SAND; moist; NATIVE SOIL. .. .� r. s: A r ( t n 4arn Shop Deco vi- " <c It' No r c. 2003 White Stripe -- 63rd AVE NF Cf, - .--- -------- -- Yoff RIM W 1 �5' .6 7' 4 v> INV. IN = ( IN OU = 121.65' _ F o , I , I ��. ,I c.►� FRHE Rl ILDING_RESTRIgj�_ON E75'\ P Ro PoS G 0 I TP 3 a ® I / / SEEXX SS NN _ VFI 1T,Tl O t` — -POND 0 is 20 SCALE FIL R F ARF'l (feel) /0PI -f/'0h Loc�-f s ., " I MEMORANDUM � n TO: Max Phan, P.E. ` � ��`{ o r� FROM: Dale E. Topham, P.E., Geotechnical Engineer DATE: February 4, 2003 SUBJECT: Arlington Shop Decant Facility Subsurface Explorations �oNAL� EXPIRES 16105- This memorandum has been prepared to document conditions encountered during test pit excavation and provide foundation preparation recommendations for the referenced project. Three test pits were excavated to evaluate subsurface conditions in the vicinity of the decant facility and the associated garage. Test Pit TP-1 was excavated to evaluated infiltration potential for infiltration trenches. Test pits TP-2 and TP-3 were excavated within the garage footprint to evaluated soil bearing capacity and develop foundation recommendations. Test pit locations are shown in the attached site sketch. Test pit logs are also attached. Soils encountered the upper 3 feet in TP-1 generally consisted of medium to coarse sand and slightly silty, sandy gravel which should provide adequate infiltration. In TP-2 and TP-3, fill was encountered to a depth of 2.5 to 3 feet below ground surface (bgs). The bottom of the fill layer is generally delineated by a thin, dark, organic layer(topsoil) approximately 1 to 3 inches thick. Under the fill, soils encountered in TP-2 and TP-3 consisted of medium dense, medium to coarse sand. Groundwater was not encountered in any of the test pits. We recommend that the fill and the topsoil layer be removed from below the footings and floor slab of the garage. The excavation should extend beyond the footing footprint a distance equal to the depth of excavation (approximately 3 feet). Excavated material should be replaced with compacted structural fill to the footing or floor slab grade. A representative from the Geotech Group should evaluate the subgrade after excavation of the till fill prior to backfilling with structural fill. Representatives from the materials lab should evaluate compaction of the structural fill during placement and compaction. Attachments: Table 1 -Test Pit Logs Figure 1 —Exploration Locations END OF MEMORANDUM I I Arlington Shop Decant Facility February 2003 TABLE 1 —TEST PIT LOGS TP-1 0'—0.5' Loose, brown, fine to medium SAND; moist; FILL 0.5'—2.5' Medium dense, brown, interbedded medium and medium to course SAND; moist; FILL 2.5'—3.0' Medium dense, brown, trace to slightly silty, sandy GRAVEL with cobbles; NATIVE SOIL. TP-2 0'—3.0' Medium dense, brown, silty SAND/fine, sandy SILT; moist; organic layer approximately 2"thick between 2.5' and 3.0% FILL 3.0—4.0' Medium dense, brown, medium to coarse SAND; moist; NATIVE SOIL. TP-3 0'—3.0' Medium dense, brown, silty SAND/sandy SILT; moist;with roots and gravel; black organic layer approximately 1"to 2"thick at 3'; FILL. 3.0'—4.0' Medium dense, gray brown, medium to coarse SAND; moist; NATIVE SOIL. .� I a \ v x --�--•----.._ !3 3Lij � I F- y I JZ M Q WW -Z ; iOf z LL / / Z zCa Z / @i X / � / Z > i! z ;n � ut i a z o i- .1 ^ W I 0 (n o J u � V.W. Vr M2� 2 � I- NA �- r ." 1 I LLJ : - I a I�- o 2 I s �� , . I I APPENDIX D PRECIPITATION DATA W:\PW_ESProj\3636\ROADM-2\Documents\Other\Drainage\drainage rpt rev3edoc i` ,:' s. .��, ,40 0 r / �• 5 so \\ FRI.DAY HARBOR c PORT STANL=Y p ��- . of 35 [ "IT. V E r 5 p 5 — _- 0 30 7 > 8 s 5 90 65' `10 25 \25 - -65�5550 540 30� �'� � 5 �a �� 25�25�� 3 45r fi J.� \�,. 'ADO - l by — aMou rA q - ,� ; 90= O c 40 - 80 -.Sono s 'AT - 50 10 5 2 1 ��� 8 /OlJ—Yf ? Z4•-1101IR �1 ; . PREGIP/TAT/OitJ AJ T6tlTY/5 OF BAN - A 00 ( 90 /wcy ANNUAL 60 COMA 0- IOU/ O ; J /7a 40C 01 s 50_ 45— I .5, SC In 45 _ .so_ _— _ _ 0 , 7005 � i i APPENDIX E INFILTRATION ANALYSIS b W:\pw_esproj\3636\ROADM-2\Documents\Other\Drainage\drainage rpt rev3.doc �7� t� I 6/23/2003 Santa Barbara Urban Hydrograph for AREA 1(Decant Facility and Equipment Garage Asphalt Driveways) 1 Total Area= 0.26 acres Soil Name=Lynnwood Pt= 3.80 in (100-year,24-hour event) Hydrologic Group=A dt= 10.00 min. Tc= 5,00 min (Developed) PERVIOUS Parcel IMPERVIOUS Parcel SF Acre Area= 0.15 aces Area= 0257 acres Impervious area: 11196 0 257 CN= I Sol CN= 98 Pervious area: 6500 0 149 S= 4.71 S= 0.20 02S= 0.94 02S= 0.04 Compute: Existing Conditions Runoff hydrograph Column(3)= SCS Type IA Rainfall distribution Column(4)= Col.(3)x Pt=100 yr-24hr Hyelograph at this location Column(5)= Accumulated Sum of Co.(4) Column(6)= [If P-0.2S]=0; Note,use PERVIOUS S value (If P,0 2S]=(Col(5)-0.2S)^2/(Col.(5)+O.BS); using the PERVIOUS Area"S"value Column(7)= Col (6)of Present Time Step-Col (6)of Previous Time Step Column(B)= Same method as for Col (6),except use the IMPERVIOUS Area"S"value Column(9)= Col.(8)of Present Time Step-Col.(8)of Previous Time Step Column(10)= ((PERVIOUS area/Total area)x Col.(7))+((IMPERVIOUS area/Total area)x Col(9) Column(11)= (60.5 x Col(10)x Total Area)/10(dt=10 minutes) Routing Constant,w=dt/(2Tc+dt)= 05000 Column(12)= Col.(12)of Previous Time Step+(w x[Col(11)of Previos Time Step +Col.(11)Of Present Time Step-(2 x Col.(12)of Previous Time Step)]) (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) Time Time Rainfall Incremental Accumulated Accumulated Incremental Accumulated Incremental Total Instant Design Increment distribution Rainfall Rainfall Runoff Runoff Runoff Runoff Runoff Hydrograph Hydrograph (m.n) %of Pt (in.) (in.) (in) (in) (in.) (in) (in.) WE;) (cfs) 1 10 00040 0.0152 00152 00000 D.0000 0.OD00 0.0000 O.ODD0 0 0000 0 ODoo 2 20 0.0040 00152 0.0304 0.0000 00000 0.0000 0 DODO 0.0000 0,OD00 00000 3 30 0-0040 00152 00456 0.0000 0.0000 0,0002 0.0002 00002 0,OD02 00001 4 40 U D040 00152 0.0608 0.0000 0 DODO 00020 0.0018 0.0018 00028 00015 5 50 00040 0.0152 0.0760 O.ODDO 0 OD00 00055 0.0035 00035 00055 0.0042 6 60 0.0040 0.0152 0.0912 00000 00000 0.0104 0.0049 0.0049 0 0077 0 OD66 7 70 0.0040 0.0152 0.1064 0.0000 0.0000 00166 0.0061 0.0081 00095 0 0066 a Bo 0.0040 0.0152 0.1216 00000 0.0000 0.0236 00071 00071 0.0110 0.0103 9 90 00040 0.0152 0.136E 0.0000 0.0000 0.0316 00079 0.0079 0.0123 0.0117 10 100 0 OD40 0.0152 01520 0.0000 o ODDO 00402 0.0086 O.DO85 0.0134 00129 11 110 0.0050 00190 01710 0.0000 0.0000 00518 0.0116 0.0116 0.0181 00158 12 120 0.0050 00190 0.1900 00000 0.0000 0.0543 0.0124 0.0124 0.0193 00187 13 130 0.0050 0.0190 0.2090 0.0000 0.0000 0.0774 0.0131 0.0131 0.0204 0.0199 14 140 0.0050 00190 0.2280 0.0000 0.0000 0.0911 0.0137 0.0137 0.0213 0.0208 15 150 0.0050 0.0190 0.2470 0.0000 0.0000 0.1053 0.0142 0.0142 0.0221 0.0217 16 160 0.DO50 0.0190 02660 O.ODDO 0.OD00 0.1199 0.0146 0.0146 0.0227 0.0224 17 170 0.0060 0.0228 0.2888 0.0000 0.0000 0,1379 0.0100 0.0180 0.0200 0,0254 1B 180 0.0060 0.0228 0.3116 00000 0.0000 0.1564 0.0185 0.0185 0.0288 0,0284 19 190 0.0060 0.0228 0.3344 0.0000 0 00DO 0.1753 0.0189 0.0189 0.0294 0.0291 20 200 0.0060 00228 0.3572 0.0000 00000 0.1945 0.0192 00192 0.0299 0.0296 21 210 00060 0.0228 0.3800 0.0000 O.ODDO 0.2141 00195 0.0195 00304 0.0301 22 220 0.0060 0.0228 0.4028 0 0000 O.OD00 0,2339 0.0198 0.0198 00308 0.0306 23 230 00070 0.0266 0.4294 0.0000 0.0000 0.2573 0.0234 0.0234 00364 00336 24 240 00070 0.0266 04560 00000 0.0000 0.2809 0.0237 0.0237 00368 00366 25 250 0,0070 0.0266 0.4826 0.0000 0.0000 0,3048 0.0239 00239 0.0372 0.0370 26 260 0,0070 0.0266 0.5092 0.0000 0.0000 0.3290 0.0241 0.0241 00375 0.0373 27 270 0.0070 0.0266 0.5358 0.0000 0.0000 0.3533 00243 0.0243 0.0378 0.0377 28 280 0.0070 0.0266 0.5624 0.0000 0.0000 0.3778 0.0245 0.0245 0.0381 0.0379 29 290 0.0082 0.0312 0.5936 0.0000 0.0000 0.4066 0.0289 0.0209 0.0449 0.0415 30 300 o.00a2 0.0312 0.6247 O.ODOO 0.0000 0.4357 0.0291 0.0291 0.0452 0.0450 31 310 00082 00312 0.6559 0.0000 0.0000 04649 0.0292 0.0292 0.0454 0.0453 32 320 000a2 0.0312 0.6870 0.0000 0.0000 0.4943 0.0294 0.0294 0.0456 0.0455 33 330 0.DDa2 00312 0.7182 00000 0-0000 0.5237 0.0295 0.0295 0.0458 0.0457 34 340 00082 0.0312 0.7494 0.0000 0.0000 0.5533 0.0295 0.0296 00460 0.0459 35 350 o.DO95 0.0361 0.7855 0.0000 0.0000 05878 0,0344 00344 00535 0.0498 36 360 0.0095 00361 0.8216 0.0000 0.0000 0.6223 0.0345 00345 0.0537 0.0536 37 370 00095 00361 0 8577 0.0000 0-0000 0.6570 0.0347 00347 0.0539 00538 38 380 00095 00361 0.8938 O.ODDO 0.0000 0.6917 0.0348 0.0348 0.0540 0.0540 39 390 0.OD95 0.0361 0.9299 0.0000 0-0000 0.7266 0.0348 0.0348 0.0542 0.0541 40 400 0.OD95 00361 0.9660 0.0001 00001 07615 00349 0.0350 0.0544 0.0543 41 410 0.0134 0.0509 1,0169 0.0012 0.0011 08109 0.0494 0.0500 00778 0.0661 42 420 00134 0 0509 1.0678 00033 0.0021 0.8604 0.0495 00507 0.0789 0.0783 43 430 00134 0.0509 1.1187 0.0065 0.0031 0.9100 0.0496 00514 0 D800 0.0794 44 440 0.0180 0 06" 1.1871 0.0122 0.0058 0.9768 0.0668 00702 0.1091 00945 45 450 0.0180 0.0684 12555 0.0197 0.0075 1.0436 0.0670 0.0713 01109 01100 46 460 00340 01292 1.3847 0.0382 00185 1 1705 01268 0.1376 02140 0.1624 47 470 0.0540 0.2052 15699 0.0786 00404 1 3728 0.2022 0.2256 03508 0.2824 46 480 0.0270 0.1026 16925 0.1034 00248 1.4741 0.1013 0.1158 01800 0.2654 49 490 00180 0.0684 1.7009 0.1216 0.0182 1.6417 0.0676 0.0782 01216 0.1508 5o Soo 00134 0.0509 falls 0.1359 0.0143 1.5921 0.0504 0.0587 00913 01084 51 510 0.0134 00509 18828 01509 0.0150 1.6425 0.0504 0.0591 0 D919 00916 52 520 0.0134 00509 1.9137 0.1656 0.0156 16930 0.0504 0.0595 0.0925 00922 53 530 0.0088 0.0334 1.9471 0.1772 0.0108 1.7251 0.0331 0.0393 0.0611 0.0788 54 540 00088 0.0334 1.9806 0.1880 0.0109 1,7592 0.0331 0.0395 0.0614 0.0612 5.5 69n 00088 00334 2.0140 0.1992 0.0111 1.7924 0.0332 0.0390 0.0016 0.0615 56 560 00088 0.0334 2.0474 0.210E 0.0114 1.8256 0.0332 0.0398 O.OB18 0.0517 57 570 0.0088 00334 2.01309 0.2222 0.0116 18587 00332 0.0399 0.0821 00620 58 580 00088 0.0334 21143 0.2341 00119 18919 00332 0.0401 0.0823 00622 59 590 0 01388 00334 2.1478 0.2462 00121 1.9251 0.0332 0.0402 0.0026 0.0524 i 6/23/2003 60 600 O.00B8 0.0334 2.1812 0.2586 0,0124 1.9583 00332 0.0404 0.0528 0.0827 61 610 0.0088 00334 22146 02712 00120 1.9915 0.0332 0.0405 0.0630 0.0829 62 620 0 0088 00334 22481 0.2841 00120 2.0247 0.0332 0.0407 00632 00831 63 830 00088 00334 22815 0.2971 0.0131 2.0579 00332 0.0408 0.0634 00633 64 640 0 0088 00334 2.3150 0.3104 0.0133 20911 00332 00409 00637 00836 65 650 00072 0.0274 23423 03215 0.0110 21183 0.0272 00336 0.0522 0.0579 56 660 00072 0.0274 23697 03327 00112 2.1455 0.0272 00337 00624 0.0523 67 670 0.0072 0.0274 2.3970 03440 00113 2.1727 00272 0.0338 0.0525 0.0524 68 680 00072 00274 24244 0.3555 0.0115 2.1999 00272 0.0339 00526 00526 69 690 00072 0.0274 24518 0.3671 00116 2.2271 00272 0.0339 00528 00527 70 700 00072 0.0274 24791 03788 00117 22543 0.0272 0,0340 00529 0.0528 71 710 0 0072 00274 2.5065 0.3907 00119 22815 0,0272 0.0341 00530 00530 72 720 00072 00274 25338 04027 00120 2.3087 00272 0.0342 00532 0.0531 73 730 0 0072 00274 25612 04149 00122 23359 0.0272 0.0343 0.0533 00532 74 740 00072 00274 2,5886 0,4272 00123 2.3631 0.0272 0.0343 0.0534 00533 75 750 00072 0.0274 2.6159 0.4396 0.0124 2.3903 0.0272 00344 0.0535 0-0535 76 760 00072 00274 2.6433 04521 0.0125 2.4175 0.0272 00345 0.0536 0.0536 77 770 00057 00217 26649 04621 00100 2,4391 0.0216 0.0274 0.0426 0.0481 78 780 00057 0.0217 2.6866 0.4722 00101 2.4607 0.0216 0.0274 0,0426 0.0425 79 790 00057 00217 2.7083 04824 0.0102 2,4822 0.0216 0,0275 0,0427 0.0427 00 BOO 00057 0.0217 2.7299 04927 0.0103 2.5038 0,0216 0,0275 0,0428 0,0427 81 810 00057 00217 27516 05030 00103 2.5253 0.0216 00276 0.0426 0.0428 - 82 820 00057 00217 2.7732 05134 0.0104 2.5469 0.0216 0.0276 0,0429 0.0429 83 830 0.0057 00217 27949 05239 0.0105 2.5684 00216 0.0276 00430 0.0429 84 840 00057 00217 2.8166 0.5344 00105 2.5900 00216 0.0277 00431 0.0430 85 850 00057 00217 2.8382 0,5450 00106 2.6116 00216 0.0277 0.0431 0.0431 86 860 00057 0.0217 2.8599 0.5557 00107 2.6331 00216 0,0278 00432 0.0432 87 870 00057 0.0217 26815 0.5665 00100 26547 00216 0.0278 0.0433 00432 Be 880 00057 0.0217 2.9032 0.5773 0.0108 2.6763 00216 0.0279 00433 00433 09 890 0.0050 0.0190 29222 05859 0.0096 2.6952 00189 0.0245 00381 0.0407 90 900 0.0050 0.0190 2.9412 05965 0.0096 2.7141 0.0189 00245 0.0381 0.0381 91 910 00050 0.0190 2.9602 0.6062 0.0097 2.7330 0.0169 00245 0.0382 0.0381 92 920 00050 00190 29792 06159 0 0097 2.7519 0.0189 00246 0.0382 0.0382 93 930 00050 00190 29982 0.6257 00098 27709 00189 0.0246 0.03B2 0.0382 94 940 00050 0.0190 3.0172 0.6355 0.0090 2.7898 0.0189 0,0246 0.0383 0.0383 95 950 0.0050 00190 30362 0.6454 0.0099 2.80B7 0.0189 00247 00383 0.0383 96 980 00050 0.0190 30552 0.5553 0.0099 2.8276 00189 0.0247 0.0384 0.0384 _ 97 970 0.0050 0.0190 3.0742 0.6653 0.0100 2.8466 00189 0.0247 00384 0.0384 98 980 0.0050 0.0190 3.0932 0.6753 0.0100 2.8655 00109 00248 00385 0.0385 99 990 00050 0.0190 31122 06854 00101 2.8844 0.0189 00248 0.0385 0.0385 100 1000 00050 0.0190 3.1312 0.6955 00101 2.9034 0.0189 0.0248 0.0386 0.0386 101 1010 00040 00152 31464 0.7037 O,OO81 2.9185 00151 00199 0.0309 0.0347 102 1020 00040 0.0152 3.1616 0.7118 0.0062 2.9336 00151 0.0199 00309 0.0309 103 1030 0.0040 0.0152 3.1768 0.7200 0.0082 2.9488 00151 0.0199 00310 00309 104 1040 0 0040 0.0152 31920 07282 00082 2.9639 0.0151 0.0199 0.0310 0.0310 105 1050 00040 00152 32072 0.7365 0.0083 29791 0.0151 0,0199 0.0310 00310 105 1060 0 0040 00152 32224 0.7448 0.0083 2.9942 0.0151 0.0200 00310 0.0310 107 1070 00040 00152 32376 0.7531 0.0083 3.0094 0.0151 0.0200 0.0311 0.0311 108 1080 0.0040 0.0152 3.2528 0.7615 0.00B3 3.0245 0.0151 0,0200 0.0311 00311 109 1090 00040 0.0152 3.2680 07698 0.0084 30397 0.0151 00200 00311 00311 110 1100 00040 0.0152 3.2832 0.7783 00084 30548 0.0151 00200 00311 00311 111 1110 0.0040 0.0152 3.2984 0.7667 0.00B4 30700 0.0151 00200 0.0312 0.0312 112 1120 0.0040 0.0152 3.3136 0.7952 0.0085 3.0851 00151 0.0201 0.0312 0.0312 113 1130 0.0040 0.0152 3.3288 0.8037 0.0085 3.1003 00151 0.0201 0.0312 0.0312 114 1140 0.0040 0.0152 3.3440 08122 0.0085 3.1154 0.0152 0.0201 0.0313 00312 115 1150 0 0040 0.0152 33592 0.6207 0 0086 31306 0.0152 00201 0.0313 00313 116 1160 0 0040 0.0152 33744 0.8293 0.0086 31457 0.0152 0.0201 0.0313 0.0313 117 1170 0.0040 0.0152 3.3896 0.8379 0.0086 3.1609 0.0152 0.0201 0.0313 0.0313 118 1180 0.0040 0.0152 3.404E 0.8466 O.00B6 3.1760 0.0152 0.0202 0.0314 0.0313 119 1190 0.0040 00152 3.4200 0.8552 0.0087 3.1912 0.0152 0.0202 0.0314 0.0314 120 1200 0.0040 00152 3.4352 0.8639 0.0087 3.2053 0.0152 00202 0.0314 0.0314 121 1210 0.0040 0.0152 3.4504 0.8726 0.0087 3.2215 0.0152 0.0202 0.0314 0.0314 122 1220 0.0040 0.0152 3.4656 0.8814 0.0087 3.2366 00152 0.0202 0.0315 0.0314 123 1230 0.0040 0.0152 3.4808 0.8902 0.0088 3.2518 00152 0.0202 00315 0.0315 124 1240 0.0040 0.0152 3.4960 0.8990 0.0088 32669 00152 0.0203 0.0315 00315 125 1250 0.0040 0.0152 3.5112 0.9078 0.0088 3.2821 00152 0.0203 0.0315 0.0315 126 1260 00040 0.0152 3.5264 09166 0.0089 32973 0.0152 0.0203 0.0316 00315 127 1270 0.0040 0.0152 35416 09255 0.0089 33124 0.0152 0.0203 0.0316 00316 128 1280 00040 0.0152 3.5568 09344 0.00B9 3.3276 0.0152 0.0203 0.0316 0.0316 129 1290 00040 0.0152 35720 09434 00089 3.3427 00152 0.0203 0.0316 0.0316 130 1300 0.0040 0.0152 35872 09523 00090 3.3579 00152 0.0204 0.0317 0.0316 131 1310 0 0040 0.0152 36024 09613 0 0090 3.3730 00152 00204 0.0317 0.0317 132 1320 0 0040 00152 36176 09703 0 0090 3.3882 00152 00204 0.0317 00317 133 1330 00040 00152 36328 0.9794 00090 3.4033 00152 0.0204 0.0317 0.0317 134 1340 00040 00152 3.6480 0.9884 0.0091 3.4185 0.0152 0.0204 0.0318 0.0317 135 1350 0 0040 00152 3.6632 0.9975 0.0091 34337 00152 0.0204 0.0318 0.0318 136 1360 00040 0.0152 36784 1.0066 0.0091 34488 00152 0.0204 0.031E 00318 137 1370 0.0040 0.0152 36936 1.0158 0.0091 3.4640 00152 0.0205 0.0310 0.0318 138 1380 00040 0.0152 37088 1.0249 0.0092 3.4791 0.0152 0.0205 0.0318 0.0318 139 1390 0 0040 00152 37240 10341 0.0092 3.4943 00152 00205 00319 0.0319 140 1400 00040 0.0152 3.7392 1.0433 0.0092 3.5095 00152 0.0205 0.0319 0.0319 141 1410 0 0040 0.0152 3.7544 1.0525 0.0092 35246 0.0152 0.0205 0.0319 0.0319 142 1420 0.0040 0.0152 3.7698 1.0618 0.0093 35398 0.0152 0.0205 00319 00319 143 1430 00040 0.0152 3.7848 1.0711 0.0093 3.5549 0.0152 0.0205 0.0320 0.0319 144 1440 00040 00152 3 8000 1.0B04 0.0093 3.5701 0.0152 0 0208 0.0320 0.0320 Total Volume of Runoff- 3906.53 cf Qevy. 0.0452 cfs Qpeek• 0.2824 cfs i 1 r.: 6/23/2003 Infiltration trench for runoff from AREA f(Decant Facility and Equipment Garage Asphalt Driveways) Time Step Analysis Model On vs.bout Permeability,Pm(In/hr) 8.27 0.3 Infiffrotion Rate.IR(ft/sec) 1.91E-04 Factor of Safety.FS 2 Length,L(ft) BO Width,W(R) 7 0.25 Depth,D(it) 4 Pipe Diameter,PD(in) 0 Void Ratio,VP 0.3 Design Volume,V(c0 672 0.2 Infiltration Rate,IR=Pm/43,200 Volume.V=(3141W(PO/24)-2.(W'D•3.1416'(PD1W2)'VR)'L 0.15 Column(1)-Design Hydrograph using SCS Type IA Rainfall distrit0ion Q(cfs) Column(2)=Summation of Column(1) Column(3)_(600'Column(1)+Previous Column(6))/(L'W'VR) Column(4)=IF(L'W)'IR/FS>Column(1),THEN Qi=Column(1) 0.1 ELSE QI=(L-W)'IR/FS Column(5)=Summation of Column(4) Column 6)=Column M-Column 6) 0 05 (1) H(2) (3) (4) (5) (6) DesignNe Stage Outflow Cummulattve Net Hydrogroph Height Qi Voume Storage (cfs) R0 (Cfs) (C0 (CO 0 Tkne(24-hfs) 0.0000 0 0.00 0.0000 0 0 0.0000 0 0.00 OLWI 0 0 0.0001 0 0.00 0.0001 0 0 Instant vs.Design Depth 0.0015 1 0.01 0.0015 1 0 00042 3 0.O1 00042 3 0 0,0066 7 0.02 0.0066 7 0 4.5 0.0086 13 0103 0.0086 13 0 0.0103 19 0.04 0.0103 19 0 4 0.0117 26 0.04 10117 26 0 0.0129 33 005 0.0129 33 0 3.5 0.0158 43 0.06 0,0158 43 0 0,0187 54 107 0.0187 54 0 3 0.0199 66 Q07 0.0199 66 0 0.0208 79 0.07 0.0208 79 0 2.5 0.0217 92 0.08 0.0217 92 0 0.0224 105 0.08 0.0224 105 0 Stage(ft� 0.0254 120 0.09 0.0254 120 0 0,0294 137 0,10 0.0294 137 0 15 0.0291 155 0.10 0.0291 155 0 0.0296 173 0.11 0.0296 173 0 1 0.0301 191 0.11 0.0301 191 0 0.0306 209 0.11 0.03D6 209 0 0.5 0.0336 229 0.12 0.0336 229 0 0.0366 251 0.13 0.0366 251 0 0 0.0370 273 0.13 0.0370 273 0 110373 296 0.13 0.0373 296 0 Time(24-hfs) - 0.0377 318 0,13 0.0377 318 0 0.0379 341 0.14 0.0379 341 0 0.0416 366 (115 0.0415 366 0 0.0450 393 016 0.0450 393 0 Instant vs.Design Volume 0.0453 420 0.16 0.0453 420 0 0.0455 447 0.16 0.0455 447 0 0.0457 475 0.16 0.0457 475 0 800 0.0459 502 0.16 0.0459 502 0 00498 532 0.18 00498 532 0 700 0.0536 565 019 0.0536 564 0 0.0538 597 0.19 0.0536 597 0 600 0.0540 629 0.19 0,0536 629 0 0.0541 662 0.20 0,0536 661 1 500 0.0543 694 0.20 ).0596 693 1 00661 7.14 0.24 0.0536 725 9 Vol(Cf) 400 0,0783 781 0.33 0.0536 757 23 0.0794 829 0.42 DD536 790 39 0.0945 885 0,57 0.0536 822 63 300 0.1100 951 0.77 0.0536 B54 97 0.1624 1049 1.16 0.0536 886 )63 200 0.2824 1210 1.98 0.0536 919 300 0.2654 1377 2.73 0.0536 950 427 100 0.1508 146E 3.08 0.0536 963 485 0.1064 1532 3.27 0.0536 1015 517 p 0.0916 1587 UO 0.0536 1047 540 Tkne(24-hrs) 0,0922 1642 3.54 0.0536 1079 563 0,0768 1688 3.63 110536 111) 577 0.0612 1725 3.65 QO536 I w 581 0.0615 1762 3.60 Q0836 1176 U6 0.0617 1799 3.71 Q0536 1206 591 0.0620 1836 3.74 0.0536 1240 596 0.0622 1873 377 0.0536 1272 601 i I .. . r �� 6/23/2003 0.0624 1911 3,80 0,0536 1304 607 00627 1948 3.83 0.0536 1336 612 00629 1986 187 0.0536 1369 618 0.0631 2024 390 0.0536 1401 623 0.0633 2062 3.94 0-0536 1433 629 0.0636 2100 3.97 00536 1465 635 0.0579 2135 3199 0.0536 1497 638 0.0523 2166 3.98 00523 1529 638 00524 2198 3.98 OM24 1560 638 0.0526 2229 3.98 0.0526 1592 638 00527 2261 3.98 0,0527 1623 638 00528 2293 3.98 0.0528 1655 638 00530 2324 3.9B 0.0530 1687 638 0,0531 2356 3.99 0.0531 1719 638 0.0532 2388 3.99 0.0532 1750 638 00533 2420 3.99 00533 1782 638 00535 2452 3.99 0.0535 1815 638 00536 2484 3.99 0,0536 1B47 638 00481 2513 3.97 0.0481 1876 638 00426 2539 3.95 0.0426 1901 63B 00427 2564 3.95 00427 1927 638 00427 2590 3.95 00427 1952 638 00428 2616 3.95 0.0428 197E 638 00429 2641 3.95 0.0429 2004 63B 00429 2667 3.95 0.0429 2030 638 0.0430 2693 3.775' 0.0430 2055 638' 00431 2719 3.95 00431 2U81 638 00432 2745 3.95 0.0432 2107 638 0,0432 2771 3.95 0.0432 2133 638 0.0433 2797 3.95 00433 2159 638 - 0.0407 2821 3.94 0,0407 2183 638 0.0381 2844 3.93 0.0381 2206 638 0.0361 2867 3.93 0.0381 2229 638 0.0382 2B90 193 0.0382 2252 638 00382 2913 3.93 0.0382 2275 638 0.0383 2936 3.93 0.0383 2298 638 0,0363 2959 3.93 0.0383 2321 638 0.0384 2982 3.93 00384 2344 638 00384 3005 3.93 0.0384 2367 636 00385 302E 193 00385 2390 638 0,0385 3051 3.93 0,0385 2413 638 0.0396 3074 3.93 0.0386 2436 638 0,0347 3095 3.92 0.0347 2457 636 0,0309 3113 3.91 0.0309 2476 636 00309 3132 3.91 0,0309 2494 638 0,0310 3151 3.91 0,0310 2513 638 0,0310 3169 3.91 0.0310 2531 638 0.0310 3188 3.91 0.0310 2550 638 0.0311 3206 3.91 0.0311 2569 638 00311 3225 3.91 0,0311 2587 638 0.0311 3244 3.91 0.0311 2606 638 00311 3262 3.91 0.0311 2625 638 00312 3281 3.91 a0312 2643 638 00312 3300 3.91 0.0312 2662 638 0.0312 3318 3.91 0.0312 2681 638 0,0312 3337 3.91 0.0312 2700 638 0.0313 3356 3.91 0.0313 2718 638 00313 3375 3.91 0.0313 2737 63B 0.0313 3394 3.91 0.0313 2756 638 0,0313 3412 3.91 0.0313 2775 638 0.0314 3431 3.91 0.0314 2794 638 0.0314 3450 3.91 0.0314 2812 638 00314 3469 3.91 0.0314 2831 638 00314 3488 3.91 0.0314 2850 638 00315 3507 3.91 0.0315 2869 638 0.0315 3526 3.91 0.0315 2888 638 0.0315 3544 3.91 0.0315 2907 638 0.0315 3563 3.91 0.0315 2926 638 00316 3562 3.91 00316 2946 638 D0316 3601 3.91 0.0316 2964 638 0.0316 .3620 191 00316 2963 638 00316 3639 3.91 00316 3002 638 0.0317 3655 3.91 U.0317 3021 638 0.0317 3677 3.91 0.0317 3040 638 0.0317 3696 3.91 0.0317 3059 638 00317 3715 3.91 0.0317 3076 638 00318 3734 3.91 0.0318 3097 638 00318 3753 3.91 0.0318 3116 638 0.0315 3773 3.91 0.0318 3135 638 0.0318 3792 3.91 0.0318 3154 638 0.0319 3811 3,91 0.0319 3173 638 00319 3830 3.91 0.0319 3192 638 00319 3849 3.91 0.0319 3211 638 00319 3868 3.91 0.0319 3231 638 00319 3587 3.91 0.0319 3250 638 0.0320 3907 3.91 0.0320 3269 639 ;� I 6/23/2003 Santa Barbara Urban Hydrograph for AREA 2(Decant Facility Roof and access road) 1 Total Area= 0.09 acres Soil Name=Lynnwood Pt= 3.e0 In (100-year,24-hour event) Hydrologic Group=A dt= 10.00 min Tc= 10.00 min. (Developed) 4.0(i0 square feet PERVIOUS Parco! IMPERVIOUS Parcel Area= 0.11 acres Area= 0.093 acesr 0.0932 acres CN= 681 CN= 981 SF Acre S= 4,71 S= 020 Impervious area: 4060 0.093 0.2S= 0.94 0 2S= 004 Pervious area: 4800 0 110 12 Compute: Existing Conditions Runoff hydrograph Column(3)= SCS Type IA Rainfall distribution Column(4)= Col(3)x Pt=100 yr-24hr Hyerograph at this location Column(5)= Accumulated Sum of Co(4) Column(6)= [If P-0.2S]=0; Note,use PERVIOUS S value [If P>0 2S]=(Col(5)-0.2S)"2/(Col(5)+0 6S); using the PERVIOUS Area"S"value. Column(7)= Col(6)of Present Time Step-Col.(6)of Previous Time Step Column(8)= Same method as for Col (6),except use the IMPERVIOUS Area"S"value Column(9)= Col (8)of Present Time Step-Col (8)of Previous Time Step Column(10)= ((PERVIOUS area I Total area)x Col.(7))+((IMPERVIOUS area I Total area)x Col.(9) Column(11)= (60 5 x Col.(10)x Total Area)110(dt=10 minutes) Routing Constant,w=dt/(2Tc+dt)= 0.3333 Column(12)= Col(12)of Previous Time Step+(w x[Col.(11)of Previos Time Step +Col.(11)0f Present Time Step-(2 x Col(12)of Previous Time Step)]) v (1) (2) (3) (4) (5) (6) m (8) (9) (10) (11) (12) Time Time Rainfall Incremental Accumulated Accumulated Incremental Accumulated Incremental Total Instant Design Increment distribution Rainfall Rainfall Runoff Runoff Runoff Runoff Runoff Hydrograph Hydrograph (min.) %of Pt (in) (in) (in) (in) (in.) (in) (in.) (ds) (cfs) 1 10 0.0040 0.0152 00152 00000 0.0000 0.0000 00000 0.0000 00000 0 DODO 2 20 0.0040 0.0152 0.0304 00000 a 0000 00000 00000 0.0000 00000 0 OD00 3 30 0.0040 0.0152 00456 00000 0.D000 0,0001 0.0001 0.0001 0.owl 0.0000 4 40 00040 0.0152 0.0608 0.0DD0 0.0000 0.0018 0 0017 00017 00009 0.0003 5 50 0.0040 0.0152 0.0760 0 00D0 0.0000 0 0052 0.0034 0 0034 00019 0.0011 6 60 0.0040 0.0152 0.0912 0.00D0 00000 0.0100 0.004E 0.0048 0.0027 0.0019 7 70 0.0040 00152 01064 0.0000 0.0000 0.0160 0.0060 0.0060 00034 0.0027 6 80 0.0040 0.0152 01216 0.0000 0.0000 0.0229 0.0070 0.0070 0.0039 00033 9 90 0.0D40 0.0152 0.136E 00000 0.0000 0.0307 0.0078 0.0078 0 OD44 00039 10 100 0 0040 0.0152 0.1520 00000 0.0000 00392 0.0085 0.00H 00048 0.0044 11 110 00050 0.0190 0.1710 0.0000 0.0000 0.0507 0.0115 00115 00055 0.0052 12 120 00050 0.0190 0 19M 0.0000 0.00D0 0.0630 0.0123 00123 0 D069 00062 13 130 0.0050 0.0190 0 2D90 0.0000 0.0000 0.0760 00130 0.0130 00073 0.0068 14 140 00050 0.0190 0.2280 0.0000 0.0000 0.0895 0.0136 0.0136 0.0077 0.0073 15 150 00050 00190 0.2470 00000 00000 01036 00141 0.0141 0.0079 00075 16 160 00050 0.0190 0.2660 0.0000 0.0000 01181 0.0145 0.0145 00082 0.0079 17 170 0.D060 0.0228 0.2888 0.0000 0.0000 0.1360 0.0179 00179 00101 00087 18 160 0.0060 0.o22a 0.3116 00000 0.0000 0.1544 00184 0.0184 00104 0.OD97 19 190 0.0060 0.0228 0.3344 0.0000 00000 0.1732 0.0186 0.0188 00106 0.0102 20 200 00060 0.0228 0.3572 0.0000 0 o0D0 0.1923 0.0191 0.0191 0.0108 0.0105 21 210 00050 00228 0.3800 0.0000 0.0000 0.2118 0.0194 00194 0.0110 0.0108 22 220 0.0060 00228 04020 0.0000 0.0000 0.2315 0.0197 0.0197 00111 0.0109 23 230 0.0070 0.0266 04294 0.0000 0.DD00 0.2548 00233 0.0233 00131 0.0117 24 240 0.0070 0.0266 0.4560 0.0000 0.0000 0.2784 00236 0.0236 0.0133 0.0127 25 250 0.0070 0.0266 0.4826 0.0000 0.0000 0.3022 00238 0.0238 0.0134 0.0132 26 260 0.0070 0.0266 0.5092 0.0000 0.0000 0.3262 0.0240 0.0240 0.0136 0.0134 27 270 0.0070 0.0266 0.5358 0.0000 0-0000 0.3505 00242 0.0242 0.0137 0.0135 28 280 0.0070 0.0266 0.5624 0.0000 0.0000 0.3749 0.0244 0.0244 0.0138 0.0137 29 290 0.0082 0.0312 0.5936 0.0000 0.0000 04037 0.028E 0.0288 0.0162 0.0148 30 300 0.DD82 00312 0.6247 o.0DD0 0,0000 0.4327 0.0290 0.0290 0.0163 0.0157 31 310 0.0082 00312 0.6559 0.00Do 0.0000 04618 0.0291 0.0291 0.0164 00162 32 320 0 0082 00312 0.6870 00000 0,0000 04911 0.0293 0.0293 0.0165 0.0164 33 330 aoo82 00312 0.7182 0.00D0 0,0000 0.5206 0.0294 0.0294 0.0166 00165 34 340 00082 00312 0.7494 0 00D0 0,DD00 0.5501 0.0295 0.0295 0.0167 0.0166 35 350 0.0095 00361 0.7855 0.0000 0.0D00 0.6845 0.0344 00344 00194 00175 36 360 0.DD95 0.0361 0.8216 0 00D0 0 oD00 06190 0.0345 0.0345 0.0194 0.018E 37 370 0.0095 0.0361 0 8577 0.0000 0 0D00 06536 0.0346 0.0346 00195 0.0193 39 380 00095 0.0361 0.8938 0.0000 0 0D00 06083 0.0347 0.0347 0,0196 0.0194 39 390 0.0095 0.0361 0.9299 0.0000 00000 07231 0.0348 0.0348 0.0196 0.0195 40 400 0.0095 00361 0.9560 0.0001 0.0001 0.7579 0.0349 00350 0.0198 00196 41 410 0.0134 0.0509 1.0169 0.0012 0.0011 0.8073 0.0493 0.0506 0.0285 00226 42 420 0.0134 0.0509 1.0578 00033 0.0021 08567 0.0495 0.0520 0.0293 0.0268 43 430 0.0134 0.0509 1.1187 00065 0.0031 0.9063 0.0496 0.0533 0 03DO 00287 44 440 00180 0 05" 1.1871 00122 0.0058 0.9731 0 0669 0.0736 00415 0.0334 45 450 00180 00684 1.2555 0.0197 0.0075 1.0400 0.0669 0.0757 0.0427 0.0392 46 460 00340 0.1292 1.3847 0.0382 0,0165 1.1667 0.1267 0.1486 0.0836 0-0552 47 470 00540 0.2052 1.5899 0.0786 0.D404 1.3688 0.2021 0.2498 0.1409 0.0933 48 400 0.0270 0.1028 16925 01034 0.0248 1.4701 0.1013 0.1307 00737 0-1026 49 490 00180 0.0684 17609 0.1216 0,0182 1.5377 0.0676 0.0091 0.0502 0.0755 50 500 0.0134 0.0509 1.8118 01359 0.0143 1.5880 0.0504 0.0673 0.0379 0.D546 51 510 00134 0.0509 1.8628 0.15D9 00150 1.6364 0.09M 0.0581 00384 0.D436 52 520 0.0134 00509 19137 0.1666 0.0156 1.6988 0.0504 0.0689 0.0389 0.0403 53 530 0.0086 0.0334 1.9471 0.1772 0.0106 1.7220 0.0331 0.0457 0.0257 00350 54 540 0.0088 0.0334 1.9806 0.1880 00109 1.7551 0.0331 0.0460 0.0259 00289 55 550 00000 00334 2.0140 01002 0.0111 1.7002 0.0331 0.0463 00261 0.0270 56 560 0.0088 0.0334 2.0474 0.2106 0.0114 1.8214 0.0332 0.0465 00263 0.0265 57 570 0 0D88 00334 2.0809 0.2222 00116 1.8545 0.0332 0.0469 00265 00264 59 550 00088 00334 2.1143 0.2341 00119 1.8877 0.0332 0.0472 0.0266 00265 59 590 0.0088 0,0334 2.1478 02462 00121 19209 0.0332 0.0475 00268 00266 6/23/2DO3 60 800 0.0088 0.0334 2.1812 0.2586 0.0124 1.9541 0,0332 0.0478 0.0270 0.0268 61 610 0.0088 0.0334 2.2146 0.2712 0.0126 1.9873 0,0332 0.0481 0.0271 0.0270 62 620 0.0088 0.0334 2.2401 0.2841 0.0128 2.02D5 0.0332 0.0484 0.0273 0.0271 63 630 0.0088 0.0334 2.2815 0.2971 0.0131 2.0537 0.0332 0.0487 0.0274 0,0273 64 640 O.ODB8 0.0334 2.3150 0.3104 0.0133 2.0889 0.0332 0.04B9 0.0276 0.0274 65 650 0.0072 0.0274 2.3423 0.3215 0.0110 2.1140 0.0272 0.0402 0.0227 0.0259 66 660 0.0072 0.0274 2.3697 0.3327 0.0112 2.1412 0.0272 0.04D4 0.0228 0,0238 67 670 0.0072 0.0274 2.3970 0.3440 0.0113 2.16B4 0.0272 0.0406 0.0229 0.0232 68 6BO 0.0072 0.0274 2.4244 0.3555 0.0115 2.1956 0.0272 0.0408 0.0230 0.0230 69 690 0.0072 0.0274 2.4518 0.3871 0,0116 2.2228 0.0272 00409 0.0231 0.0230 70 700 0.0072 0.0274 2.4791 0.3788 0.0117 2.2500 00272 0-0411 0.0232 0.0231 71 710 0.0072 0.0274 2,5065 0,3907 0.0119 2.2772 0,0272 0.0413 0.0233 0.0232 72 720 0,0072 0.0274 2.5338 0.4027 0.0120 2.3044 0,0272 0.0414 0.0234 0.0233 73 730 0.0072 0.0274 2.5612 04149 0.0122 2.3316 0.0272 0.0416 0.0234 00234 74 740 0.0072 0.0274 2-5886 04272 0.0123 2.3588 0.0272 0.0417 0.0235 00234 75 750 00072 00274 2.6159 0.4396 0-0124 23860 0.0272 0.0419 0.0235 00235 76 760 0-D072 00274 2-6433 04521 0.0125 2.4132 0.0272 0.0420 0.0237 0.0236 77 770 O-OD57 0.0217 2.6649 04621 0.0100 2.4348 0.0215 0.0334 0.0188 0.0221 78 780 0.OD57 0.0217 2.6866 04722 0.0101 24563 0.0215 0.0335 0.0189 0,0199 79 790 00057 0.0217 2.7063 04824 0.0102 24779 0.0215 0.0336 0.0189 0.0192 80 800 0 D057 00217 2.7299 04927 0.0103 2.4994 0.0216 0.0337 0,0190 0.0191 81 810 0.0057 0.0217 2.7516 0.5030 0.0103 2-5210 0.0216 0.0338 0.0190 0.0190 82 020 0-0057 0.0217 2.7732 0.5134 O.O1D4 25425 0.0216 0.0339 0.0191 0.0191 83 830 0.0057 0.0217 2,7949 0.5239 0.0105 2.5641 0.0216 0.0339 0.0191 0.0191 84 840 0.0057 0.0217 2.B166 0.5344 0.0105 2.5856 0.0216 0.0340 0.0192 0.0191 85 850 0.0057 0.0217 2.8382 0.5450 0.0106 2,6072 0.0216 0.0341 0.0192 0.0192 86 860 0.0057 0.0217 2.0599 0.5557 0.0107 2,6286 0.0216 0.0342 0,0193 0.0192 87 670 0.0057 0.0217 2.8815 0.5665 0.0108 26503 0.0216 0.0343 0.0193 00193 88 B80 0.0057 0.0217 2.9032 0.5773 0,010E 26719 0.0216 0.0344 0,0194 0.0193 89 890 0.0050 0.0190 2.9222 0.5869 0.0096 2 69D8 0.0189 0.0302 0.0170 00186 90 900 0.OD50 0.0190 2.9412 0.5965 0.0096 27097 0.0189 0.0303 0.0171 0.0176 91 910 0.0050 0.0190 2.9602 0.8062 0.0097 2.7286 00189 0.0304 00171 00173 92 920 0.0050 a 0.0190 2.9792 0,6159 0.0097 2.7476 0.0189 0.0304 0.0171 0,0172 93 930 0.0050 0.0190 2.9982 0.6257 0.0098 2.7665 0.0189 0.0305 0,0172 0.0172 94 940 0.0050 0.0190 3.0172 0-6355 0.0098 2,7854 0.0189 0.0305 0.0172 0.0172 95 950 0.0050 0.0190 3.0362 0.6454 0.0099 2.8043 0.0189 0.0305 0.0173 0.0172 96 960 0.0050 0.0190 3.0552 0.6553 0.0099 2.8232 0.0189 0.0307 0.0173 0.0173 97 970 0.0050 0.0190 3.0742 0,6653 0.0100 2.8422 0.0189 0.0307 0.0173 0,0173 98 980 0.0050 0.0190 3.0932 0.6753 0.0100 2,8611 0.0189 0.0308 0.0174 0.0173 99 990 0.0050 0.0190 3.1122 0.6854 0.0101 2,8800 0.0189 0.0308 0.0174 0,0174 100 1000 0.0050 0.0190 3.1312 0.6955 0.0101 2.89B9 0.0189 0.0309 0.0174 0.0174 101 1010 0.0040 0.0152 3.1464 0.7037 0.0081 2.9141 0.0151 0.0248 0.0140 0.0163 102 1020 0.0040 0.0152 3.1616 0.7118 0.0082 2.9292 0.0151 0.0248 0.0140 0.0147 103 1030 O.DO40 0.0152 3.1768 0.72DO 0.0082 29444 0.0151 0.0248 0.0140 0.0142 104 1040 0.0040 0.0152 3.1920 0.7282 0.0082 29595 0.0151 0.0249 0.0140 0.0141 105 1050 0.0040 0.0152 3.2072 0.7365 0.0083 2.9747 0.0151 0.0249 0.0140 0.0141 106 1060 0.0040 0.0152 3.2224 0.7448 0.0083 2.9890 00151 0.0249 0.0141 0.0141 107 1070 0.0040 0.0152 3.2376 0.7531 0.0083 3.0049 00151 0.0250 0.0141 0.0141 108 1080 0.0040 0.0152 3.2528 0.7615 0.0083 3.0201 0.0151 0.0250 0.0141 00141 109 1090 0.0040 0.0152 3.2680 0.7698 0.0084 3.0352 0.0151 0.0251 0.0141 0.0141 110 1100 00040 0.0152 3.2832 0.7783 0.0084 3.0504 0.0151 0.0251 0.0141 0.0141 111 1110 0 OD40 0.0152 3.2984 0.7867 0.0084 3.0655 0.0151 0.0251 0.0142 0.0141 112 1120 0 OD40 0.0152 3.3136 0-7952 0.0085 3.0807 0.0151 0.0252 0.0142 0.0142 113 1130 00040 0.0152 3.3288 0.8037 00085 3.0950 0.0151 0.0252 00142 0.0142 114 1140 0.0040 0.0152 3.3440 0.8122 0 D085 3.1110 0.0151 0.0252 0.0142 0.0142 115 1150 00040 0.0152 3.3592 0.8207 0.0086 3.1261 0.0151 0.0253 0.0142 0.0142 116 1160 0.0040 0.0152 3.3744 0.8293 0.0086 3.1413 0.0151 0.0253 0.0143 0.0142 117 1170 0.0040 00152 3.3896 0.8379 0.0086 3.1564 0.0151 0.0253 0.0143 0.0143 118 1180 0 OD40 0.0152 3 4048 08466 0.0086 3.1716 0.0152 0.0264 0.0143 0.0143 119 1190 0 OD40 0.0152 3.4200 08552 0.0087 3.1857 0.0152 0.0254 0.0143 D.0143 120 1200 0 OD40 0.0152 3.4352 0.8639 0.0087 3.2019 0.0152 0.0254 0.0143 0.0143 121 1210 O-OD40 0.0152 3.4604 00726 0.0087 3.2170 0.0162 0.0255 0.0144 0.0143 122 1220 O.OD40 0.0152 3.4656 08814 0.0087 3.2322 0.0152 0.0255 0.0144 0.0144 123 1230 0.OD40 0.0152 3.4808 08902 00088 3.2473 0.0152 0.0255 0.0144 0.0144 124 1240 0,DD40 0.0152 3.4960 08990 00088 32625 0.0152 0.0256 0.0144 00144 125 1250 0,OD40 0.0152 3.5112 09078 00088 3.2776 0.0152 0.0256 0.0144 00144 126 1260 0.0040 0.0152 3.5264 09166 00089 3.2928 0.0152 0.0256 0.0144 00144 127 1270 0.0040 0.0152 3.5416 09255 00089 3,3079 0.0152 0.0257 0.0145 0.0144 128 1280 0.0040 0.0152 3.5568 09344 00089 3.3231 0.0152 U257 00145 0.0145 129 1290 0.0040 0.0152 3.5720 0.9434 O.DO89 3.3383 0.0152 0.0257 0.0145 0.0145 130 1300 Q0D40 0.0152 3.5872 09523 0.D090 3.3534 0.0152 0.0257 00145 0.0145 131 1310 0.0040 0.0152 3.6024 09613 0.0090 3.3686 0.0152 0.0258 00145 0.0145 132 1320 0-0040 0.0152 3.6176 0.9703 00090 3.3837 0.0152 00258 00146 0,0145 133 1330 0.0040 0.0152 3.6328 0.9794 00090 3.3989 0.0152 0.0258 00146 0.0146 134 1340 0.0040 0.0162 3.6480 0.9884 0.0091 34140 0.0152 0.0259 00146 0,0146 135 1350 0.0D40 0.0152 3.6632 09975 0.0091 3.4292 0.0152 0.0259 00146 0.0146 136 1360 0 OD40 0.0152 3.6784 1 D056 0.0091 3.4443 0.0152 0.0259 00146 0.Ow 137 1370 0 OD40 0.0152 3.6936 10158 0.0091 3.4595 0.0152 0.0260 0.0146 0.0146 138 1380 00040 0.0152 3.70B8 1.0249 0DD92 3,4747 0.0152 0,0260 0.0147 0.0146 139 1390 00040 0.0152 3.7240 1.0341 0 DD92 3.4898 0.0152 0.0260 00147 0,0147 140 14DO 0.0040 0.0152 3.7392 10433 0.D092 3.5050 0.0152 0.0260 0.0147 0.0147 141 1410 0.0040 00152 37544 1.D525 0 OD92 3.5201 0.0152 00261 0.0147 0.0147 142 1420 0.0040 00152 37696 1.0618 0.0093 3.5353 0.0152 0.0251 0.0147 0.0147 143 1430 0.0040 00152 3.7848 1.0711 0.0093 3.55D5 0.0152 0.0261 0.0147 0.0147 144 1440 0 OD40 00152 3.8000 1.0804 0.0093 3.5650 0.0152 0.0262 0.0148 0.0147 Tout Volume of Runoff- 1629.68 c( Qnro. 0.0189 cfs Qpesk- 0.1026 cfs i .. 6/23/2003 Infiltration trench for runoff from AREA 2(Decant Facility Roof and Access Road) Time Step Analysis Model PemieaUlny.Pm(In/h0 8 27 Qin vs.Qout Infiltration Rafe.IR(11/sec) 1,91E-04 Factor of Safety.FS 2 0.12 Length,L(0) 65 Width.W(fO 4 Depth,D(tt) 3 Pipe Diameter,PD(In) 0 0,1 Void Ratio,VR 0.3 Design Volume,V(c0 234 0,08 Infiltration Rafe,IR=Pm/43,200 Volume.V- .1416' 72 A2♦WD•3.1416'(P1V24)A 'VR'L Column(1)=Design Hydrogroph using SCS Type IA Rainfall distribution 006 Column(2)=Summation of Column(1) Q(ds) Column(3)_(600'Column(p.Previous Column(6))/(L'W'VR) Column(4)=IF(L'W)'IR/FS>Column(1),THEN Qi=Column(1) 0 04 ELSE Qi=(L-W)'IR/FS Column(5)=Summation of Column(4) Column(6)-Coumn(7)-Coume(5) 002 Design CuftrAdOM Stage Outflow CummulatNe Net Hyd(opoph Volume Height QI Volume Storage W.,) (CO (lt) WS) (cf) (c0 0 . lime(24-hm) 00000 0 0.00 O.Ip00 0 0 00000 0 0.00 0.0000 0 0 0.0000 0 0.00 110000 0 0 0.0003 0 0.00 0.0003 0 _ o Instant vs.Design Depth 00011 1 0.01 D.00ll 1 0 0.0019 2 001 0.0019 2 0 0.0027 4 0.02 0.OD27 4 0 3.5 0.0033 6 003 0.0033 6 0 0.0039 8 0.03 00039 8 0 3 0.0044 11 0.03 0.0044 11 0 0.0052 14 0.04 00052 14 0 0.0062 17 005 0.0062 17 0 2.5 O.0068 21 005 0.0068 21 0 0.0073 26 0.06 0.0073 26 0 2 0.0076 30 006 0.0076 30 0 0.0079 35 0.06 00079 35 0 stage(11) 0.0087 40 0.07 00087 40 0 1,5 0.0097 46 0.07 0.0097 46 0 0.0102 52 0.08 0.0102 52 0 1 0.0105 59 0.08 0.0105 59 0 0.0108 65 0.08 0.0108 65 0 0.0109 72 0.011 0.0109 72 0 0.5 0.0117 79 0,09 0.0117 79 0 0.0127 66 0,10 0,0127 86 0 0.0132 94 0.10 0.0132 94 0 0 0.0134 102 0.10 0.0134 102 0 7Yne(24-his) 0.0135 110 0.10 0.0135 110 0 0.0137 119 0.11 0.0137 119 0 0.0146 127 0.11 0.0146 127 0 0.0157 137 G 12 0.0157 137 0 0.0162 146 0.12 0.0162 146 0 Instant vs.Design Volume 0.0164 156 0.13 0-0164 156 0 0.0165 166 0.13 0.0165 166 0 0.0166 176 0,13 0.0166 176 0 0.0175 187 0.13 O,0175 187 0 250 00188 198 OJ4 00188 196 0 0.0193 209 0.15 00193 209 0 0.0)94 221 0,15 0.0194 221 0 200 0.0195 233 0.15 0.0195 233 0 00196 245 0.15 0.0196 245 0 0,0226 258 0117 0.0226 258 0 j50 0.0268 274 0.21 0,0249 273 1 0.0287 292 0.24 0.0249 288 3 Vol(cn 0.0334 312 0.30 0.0249 303 9 100 Q0392 335 0.41 0.0249 318 17 0.0552 368 0.65 0.0249 333 35 0,0933 424 1.17 0.0249 348 76 50 O.1026 486 1.77 0.0249 363 123 0.0755 531 2.16 00249 378 153 Q0546 564 2.39 00249 393 171 0 0.0436 590 2.53 0.0249 408 183 Tkm(24-hrs) 0.0403 614 2.65 0.D249 423 192 0.0350 635 2.73 0.0249 437 198 Q0289 653 2.76 0.0249 452 200 0,0270 660 2.77 0.0249 467 201 0.0265 695 2.79 0.0249 482 202 0.0264 700 200 0,0249 497 203 0.0265 716 2.61 0.0249 512 234 I 6/23/2003 00266 732 2.82 0.0249 527 205 0.0268 748 2.84 0.0249 542 206 00270 765 2.05 00249 557 20B 00271 781 2.87 00249 572 209 0,0273 797 2.89 0.0249 567 210 0.0274 814 2.91 00249 602 212 0.0259 829 2.92 0.0249 617 213 0.0238 844 2.91 0.0238 631 213 0.0232 857 2.90 0.0232 645 213 0.0230 671 2.90 00230 659 213 0.0230 885 2.90 0.0230 672 213 0.0231 899 2.90 0.0231 686 213 0.0232 913 2.90 00232 700 213 0.0233 927 2.91 0.0233 714 213 0.0234 941 2.91 0.0234 728 213 0.0234 955 2.91 00234 742 213 00235 969 2.91 00235 756 213 0.0236 983 2.91 0.0236 770 213 0.0221 996 2.90 a0221 784 213 0.0199 1008 2.88 00199 796 213 00192 1020 287 0.0192 807 213 0.0191 1031 2.87 0.0191 819 213 (10190 1043 2.87 0.0190 830 213 _ 0.0191 1054 2.87 0.0191 841 213 00191 1066 287 0.0191 853 213 0.0191 1077 287 0.0191 864 213 0.0192 1089 287 0.0192 876 213 0.0192 1100 287 0.0192' 887 213 0.0193 1112 2.87 0.0193 899 213 , 0.0193 1123 2.87 0.0193 911 213 0.0186 1134 2.87 0.0186 922 213 0.0176 1145 2.86 0.0176 932 213 0.0173 1155 2.86 0.0173 943 213 0-0172 1166 2.86 U172 953 213 0.0172 1176 286 0.0172 963 213 0.0172 1186 2.86 0.0172 974 213 0.0172 1197 2.96 0.0172 984 213 0.0173 1207 2.86 0.0173 994 213 0.0173 1217 2.86 0.0173 1005 213 0.0173 1228 2.86 00173 1015 213 0.0174 1238 2.86 0.0174 1025 213 0.0174 1249 2.96 0.0174 1036 213 0.0163 1258 2.85 0.0163 1046 213 0.0147 1267 2.84 0.0147 1055 213 0,0142 1276 2.84 0.0142 1063 213 0.0141 1284 Z83 0.0141 1072 213 0.0141 1293 2.83 0.0141 1080 213 0.0141 1301 2.83 0.0141 108E 213 0.0141 1309 2.83 0.0141 1097 213 0.0141 1318 2.83 0.0141 1105 213 0.0141 1326 2.83 0.0141 1114 213 0.0141 1335 2.83 0.0141 1122 213 0.0141 1343 2.83 0.0141 1131 213 0.0142 1352 2.84 0.0142 1139 213 0.0142 1360 2.84 0.0142 1148 213 0.0142 1369 2.84 0.0142 1156 213 0.0142 1377 2.84 0.0142 1165 213 - .0.0142 1386 2.84 0.0142 1173 213 0.0143 1395 2.84 0.0143 1182 213 0.0143 1403 284 00143 1190 213 0.0143 1412 2.84 0.0143 1199 213 0.0143 1420 2.94 0.0143 120E 213 0.0143 1429 2.84 0.0143 1216 213 0,0144 1437 2.64 0.0144 1225 213 00144 1446 284 0.0144 1233 213 0.0144 1455 2.84 0.0144 1242 213 0.0144 1463 2.84 0.0144 1251 213 00144 1472 2.84 00144 1259 213 00144 1481 2.94 0.0144 1268 213 0.0145 1469 2.84 0.0145 1277 213 0.014.5 1498 2.84 0.0145 1285 213 0.0145 1507 264 0.0145 1294 213 0.0145 1516 2.84 0.0145 1303 213 0.0145 1524 2.84 0.0145 1312 213 0.0146 1533 2.84 0.0146 1320 213 0.0146 1542 2.64 0.0146 1329 213 0.0146 1550 2.84 0.0146 1338 213 0.0146 1559 2.84 0.0146 1347 213 0.0146 1568 2.84 0.0146 13M 213 0.0146 1577 2.84 0.0146 1364 213 0.0147 1586 2.94 0.0147 1373 213 0.0147 1594 2.84 0.0147 1382 213 0.0147 1603 2.84 0.0147 1391 213 0.0147 1612 2.84 0.0147 1399 213 0.0147 1621 2.84 0.0147 1408 213 0.0147 1630 2.84 0.0147 1417 213 i 6/23/2003 Santa Barbara Urban Hydrograph for AREA 3(equipment garage root) 1 Total Area= 0.06 acres Soil Name-Lynnwood PI. In (100-yeor,24-hour event) "ologlc Gras).A of= 10.00 min. Tc- S.W min. (D.y.lop.d) 2.4976 square feet PERVIOUS Parcel IMPERVIOUS Parcel Area= 0.11 acres A- r 0057 mtw r 0.0573 acres CN= CN- 98 S= 4.71 S= 020 SF Acre 0.25= 094 0.2S= OW Impervious area: 24960057 Pervious area: 4600 0 106 Compute: Existing Condilions Runoff hydrogroph Column(3)= SCS Type M Rainfall distribution Column(4)= Col.(3)x PI=100 yr-24tx Hyelograph at Ins lacatlon Column(5)= Accumulated Sum of Co.(4) Column(6)= (II P-0.2S)=0:Note.use PERVIOUS S value OfP>0.2S)=(Cal.(5)-0.2S)-2/(Col(5)+085):using the PERVIOUS A-'S'value. Column(7)= Col.(6)of Present Time Step-Col,(6)of Previous Time Step Column(8)= Same mefflod m fa Col.(6).except use the IMPERVIOUS Area'S'volue Column(9)= Col,(8)of Present ime Step-Co.(8)of Previous Time Step Column(10)=((PERVIOUS area I Told area)x Col.(7))+((IMPERVIOUS aea I Told area)x CoL(9) Column(11)=(605 x Col.(10)x Total Area)/10(dl=10 minutes) Rouliig Constanl.w=dt/(2Tc+of)= 0 50DO Column(12)=Col.(12)of Previous Time Step+(w x(CoL(11)of Previous ime Step , +Col,(11)Of Present ime Step-(2 x CoL(12)of Prevous ime Stepp) - (1) (2) (3) (4) (6) (6) (7) . (8) (9) (10) (11) (12) Time Time Rainfall Inaemenlol Accumulated Accu udoled Inaemenlol Accumulated hcremenlal Told Instant Design Increment distribution Rainfall RaInfa11 R-H R-H Runoff Runoff Runoff Hydrogroph Hydngraph (min.) %of PI On.) (n,) On.) (n.) (n.) On.) (In (cfs) (ch) 1 10 00040 OD152 00152 00000 0.0000 0.0000 O.oOW 0.0000 0OW0 0.0000 2 20 00040 0.0152 0.0304 00000 00000 O.W W 0.0000 0 0000 0.0000 O.00DD 3 30 0,0040 0.0152 Q0456 00000 0.0000 0.0001 0.0001 0.0001 a0000 0,0000 4 40 00040 0.0152 0.0608 00000 000W 00018 0.0017 0.0017 0.0006 0,00Q7 5 50 00040 0,0152 010760 00000 0.0000 0.0052 0.0034 0.0334 Q0012 0.0009 6 60 00040 0.0152 0.0912 0,0000 0.0000 00100 0,OD48 00048 0.0017 0,0014 7 70 0.0040 0,0152 0.1064 00000 0.0000 0.0160 0.0060 00060 0.0021 0,0019 8 80 0.0040 0.0152 0.1216 O.WW 0.0000 0,0229 0.0070 0.0070 0.0024 MOM 9 90 0.0040 0.0152 0.1368 0.0000 000W 0,0307 0.0076 0.0076 0.0027 0.0025 10 100 0.0340 0.0152 01520 0.0000 0.0000 0.0392 0.0085 00005 00029 0.0028 11 110 0.0050 Q0190 0.1710 0.0000 0.0000 0.0507 0.0115 0.0115 0,0040 00034 12 120 O.OD50 Q0190 0.1900 00000 0.0000 0.06W 0.0123 0.0123 0.0042 0,0341 13 130 0.0050 Q0190 02090 0.0000 0.0000 0.0760 0.0130 0.0130 0,0045 OA044 14 140 0.0050 0.0190 02280 0.0000 0.0000 0.0895 0.0136 0,0136 0,0047 0.0046 15 ISO 0.0050 00190 02470 O.OWO 0.0000 0.1036 0.0141 0.0141 0.0049 0.0048 16 160 0.0050 0.0190 0.2660 0.00W 0.0000 0.1181 0.0145 0.0145 0.0050 0.01349 17 170 0.0060 0.0228 02888 0.0000 O.OWO 0.1360 00179 0.0179 0.0062 0.0056 18 ISO 0.0060 0.0228 03116 O.00W 0.0000 a1544 0.0184 0.0194 0.0063 0.0063 19 190 0.0060 0.0220 0,3344 0.0000 0.0000 0.1732 0.0188 0.0188 0.0065 0.0064 20 200 0.0060 OD228 0.3572 0.0000 0.0000 0.1923 0.0191 G0191 0,0066 00065 21 210 0.0360 0.0228 03800 0OD00 000W 02118 0.0194 0.0194 O.OD67 0.0067 22 220 0.0060 0.0228 OA028 0.0000 0.0000 02315' 0,0197 0.0197 0.0068 0.0068 23 230 0.0070 0.0266 04294 0.0000 0.0000 02548 0.0233 0.0233 0.0080 0.0074 24 240 0,0070 0,0266 04560 0.0000 0.0WO 02784 0.0236 0.0236 O.OD81 0.0081 25 260 0.0070 0.0266 04826 0.000D 0.00W 0.3022 0.0238 0.0238 0.0082 0.0082 26 260 0.0070 0.0266 05092 0.00W QOOW 03262 0.0240 00240 0.00B3 0.0083 27 270 0.0070 0.0266 0.53511 0.0000 0.0000 0.3505 0.0242 0.0242 0.0084 00083 28 280 0.0070 0.0266 0,5624 0.0000 00000 0-3749 0.0244 0.0244 00084 0OOa4 29 290 0.0082 0.0312 0.6936 0.0000 0.0000 0.4037 00288 0.0286 0.0099 O,W92 30 300 0.0082 0.0312 0.6247 0.00O 0.0000 0.4327 0.0290 0.0290 0.0100 0.0100 31 310 0.0082 110312 0.6659 O.OWO 0.0000 04618 0.0291 0,0291 0.0101 0.0100 32 320 0OD82 00312 0.6870 0.0000 O.OWO 0.4911 0.0293 0.0293 0.0101 0.0101 33 330 0OD82 0.0312 0.7182 O.WW 00000 0.5206 0.0294 0.0294 0,0101 0.0101 34 340 0OL182 0.0312 0.7494 O.WW 0.0000 0.5%1 0.0295 0.0295 0.0102 0.0102 35 3W 0OD96 0.0361 0.7855 0,0000 0.00W 0.5845 0,0344 0.0344 0.0119 0.0110 36 360 0.0095 00361 0.8216 O.WOU 0.(0W 06190 0,0345 0,0345 0.0119 00119 _ 37 370 0.0095 U.0361 0.8577 0.00W 0.00W 06536 0.0346 0.0346 00119 0.0119 38 380 00095 0.0361 0.8938 00000 00000 06883 0.0347 0.0347 0.0120 OD120 39 390 0.0095 110361 09299 n.00W 0.0000 0.7231 0.0348 0.0348 0.0120 00120 40 401) 0.0095 0,0361 09W Orml 0.0001 (17579 0.Q944 0.0351 0.0121 0r 12; 41 410 0.0134 005M 1.0169 U.0j12 0,0Dl1 u8073 00493 0.0513 QU177 0,0149 42 420 010134 00509 1.0678 0.0033 0.0021 0.B567 Q0495 0.0554 0.OIB4 0.0181 43 430 0,0134 0.0609 1.1187 0.0065 0.0031 0,9063 0.0496 0.0554 0.0791 0,0188 44 440 0.0180 0.0684 1.1871 0.0122 O.W58 0.9731 0,0660 0.0774 00267 0.0229 45 450 010180 0.0694 1.2555 0.0197 0.0075 1.0400 0.0669 0.0807 0.0276 0.0273 46 460 0,0340 0.1292 1.3947 0.0382 0.0185 1.1667 0.1267 0.1611 0.0655 O.U417 47 470 0.05W 0.2052 1,6899 0.0786 0.0404 1.3688 0=1 02769 0.0955 0.0755 48 480 0.0270 0.1026 1.6925 0.1034 0.0248 1,4701 0.1013 0.1473 0.05M 00731 49 490 0.0180 0.0684 1.7609 0.1216 0.0162 1,5377 0.0676 0.1013 0.0349 0.0429 50 6W 0.0134 0.0609 1.8118 0.1369 0.0143 1.6m 00504 0.0769 0.0265 010307 51 610 0.0134 0.0509 1.8628 0.1509 0.0150 1.6384 0.0604 00782 0.0270 13,0267 52 520 0.0134 OXW9 1.9137 0.1666 0.0156 1.6888 0.0504 0.0794 0-0274 0.0272 53 530 ODOM 0.0334 1.9471 0.1772 110106 1,7220 0.0331 0,0628 0.0182 0.0228 54 IiW OOOBB 0.0334 1.9806 0.18W 0.0109 1.7651 0.0331 0.0533 0.0184 00183 56 rzo 0.00W Q0304 2.0140 0.199E 0.0111 1.7082 0.0331 010638 0.0115 0.0165 56 560 0.0088 0.0334 2.0474 02106 0.0114 14214 0.0332 0.0543 0.0167 0.0186 57 670 00086 00334 2.0609 02M 0.0116 Lew 0.0332 0.0547 0.0189 0.0188 68 680 0.00118 0.0334 2.1143 02341 00119 1,8877 00332 00552 0,0190 0.0190 < I 6/23/2003 69 590 00090 003U 2.1478 0.2462 00121 1,9209 0,0332 0.0557 • 0.0192 0.0191 60 600 0,0088 00334 2.1812 0.2586 0.0124 1.9541 0.0332 0.0561 0.0193 Q0193 61 610 0,0008 06334 2.2146 0,2712 00126 1,9873 0.0332 0.0566 0,0195 0.0194 62 620 0.0088 00334 2.2481 0.2841 00128 2.0205 0,0332 0,0570 0.0197 0.0196 61 630 0.0088 0.0334 2,2815 02971 0.0131 2,0537 0.0332 0,0574 0.0198 0.0197 64 640 00088 0,0334 2.3150 03104 U0133 20669 0,0332 0.0578 0.0199 0.0199 6; 650 0.0072 0-0274 2.3423 03215 0.0110 2.1140 Q0272 0.0476 0,0164 0.0182 66 660 0.0072 0.0274 2.3697 0.3327 0.0112 2.1412 0,0272 0.0479 0,0165 0.0165 67 670 00072 0.0274 2.3970 0.3440 00113 2.1684 0.0272 0.0482 0.0166 0.0166 68 680 00072 0.0274 24244 0.3555 0.0115 2.1956 0.0272 00484 0.0167 00167 69 690 00072 0.0274 24518 0.3671 0,0116 22228 0.0272 00487 0.0168 0016E 70 700 0.0072 0.0274 24791 037BB 0.0117 22500 0.0272 00490 0.0169 0.0168 71 710 0.0072 0.D274 25065 03907 0.0119 2.2772 0.0272 00492 0.0170 0.0169 72 720 0.0072 0.0274 25338 04027 0,0120 2.3044 a0272 00495 0.0171 0.0170 73 730 0,0072 0.0274 25612 04149 0,0122 2.3316 Q0272 00497 0.0171 00171 7A 740 0,0072 0.0274 25886 04272 0,0123 2.3586 0.0272 00500 0.0172 0.0172 15 750 0,0072 0.0274 2-6159 04396 0.0124 2.3860 0,0272 0.0502 0.0173 0.0173 16 760 0.0072 0.0274 2-6433 04521 0.0125 2.4132 0.0272 00504 0.0174 0.0174 71 770 0.0057 00217 2-6649 OA621 0.0100 2,4348 00215 0.0401 0A138 0.0156 A 780 0.0057 0.0217 2.6866 0.4722 00101 2.4563 0.0215 00403 0.0139 0,0139 79 790 0 D057 0.0217 2.7083 0.4824 0.0102 2,4779 0,0215 0 04D4 0.0139 0.0139 80 800 0,0057 0.0217 2,7299 04927 00103 2A994 0.0216 00405 00140 00140 61 810 0.0057 00217 2.7516 0.5030 0 010.1 2.5210 0.0216 00407 00140 0.0140 62 820 0.0057 00217 2.7732 05134 00104 2.5425 0.0216 00400 00141 0.0141 63 830 0,0057 00217 2.7949 0.5239 00105 2.5641 0.0216 00410 00141 0.0141 84 840 0.0057 0.0217 2.8166 065344 00105 2.5856 0.0216 00411 00142 0.0142 as B50 OOD57 0.0217 2.8302 0.5450 0.0106 2.6072 0.0216 00412 0.0142 0.0142 86 860 0,0057 00217 2.0599 05557 0,0107 2.6288 00216 00414 0.0143 00142 67 870 00057 0,0217 2.8815 0,5665 0.0108 2.6503 0.0216 00415 ROW 0.0143 88 880 0,0057 0.0217 2.9032 0.5773 010108 2.6719 00216 0.0416 0.0144 0.0143 69 690 0.0050 0.0190 2.9222 0.5869 0,0D96 2.6908 0.0189 00366 0.0126 0.0135 90 900 00050 00190 2.9412 Q5965 0.0096 2.7097 0.0109 0.0367 0.0127 0.0127 91 910 00050 0.0190 2.9602 Q6062 0.OD97 2.7286 0.0189 0036E 010127 0.0127 92 920 0.0050 00190 2.9792 0,6159 00097 2.7476 0.0189 0.0369 0.0727 0.0127 93 930 0.0050 00190 29982 0.6257 0,0098 2.7665 00189 00370 00128 0.0128 94 940 0.OD50 0.0190 30172 0.6355 0.0098 2.7854 0.0189 0.0371 0.0128 0.0128 95 950 0.0050 0.0190 3,0362 0.6454 0.OD99 2 8043 0.0189 0.0372 0.0128 0.0128 96 960 0.0050 0.0190 3.0552 0.6553 00099 2.8232 0,0189 0.0373 Q0129 O.D129 97 970 0.0050 0.0190 3.0742 0.6653 00100 2.8422 0.0189 010374 0.0129 0,0129 98 980 0.0050 00190 3.0932 0.6763 00100 28611 0.0169 0.0375 0.0129 0,0129 09 990 0.0050 00190 3.1122 0.6MA 0.0101 2.8800 0.0189 0.0376 0.0130 0.0129 MID 1000 0.0050 00190 3.1312 0.6955 0.0101 2.8989 0.0189 0.0377 0.0130 0.0130 101 1010 0.0040 0.0152 3.1464 0,7037 0.0081 2.9141 0.0151 0.0302 00104 0.0117 102 1020 0.0040 0,0152 3.1616 0,7118 0OD82 2.9292 0.0151 0.0303 0.0104 Q0104 1 W I D30 00040 00152 3.1768 0.7200 0.0082 29444 0.0151 0.0303 00105 0.0105 104 1040 00040 0.0152 3.1920 0.7282 00082 2.9595 0.0151 00304 00105 0.0105 106 1050 0.0340 0.0152 3.2072 07365 ROOM 29747 0.0151 0.0304 0.0105 0.0105 106 1060 0.0040 0.0152 3.2224 07448 0.0083 2.9898 0.0151 00305 0,0105 0.0105 107 1070 0.0040 0.0152 32376 07531 O.00B3 3 OD49 0.0151 0.D306 0.0105 0.0105 106 1080 0.0040 00152 3.2528 07616 O.00B3 30201 0.0151 0.0306 0,0106 0.0105 109 1090 00040 0.0152 3.2680 07698 0.0084 3.0352 0.0151 0.0307 0.0106 00106 110 1100 0.0040 00152 3.2832 0.7793 O.00B4 3.0504 0.0151 0.0307 0,0106 0.0106 )11 1110 0OD40 0.0152 32994 0.7867 0.ODB4 3.0655 0.0151 0030E 0.0106 0.0106 112 1120 0.0040 0.0152 3.3136 0.7952 O.ODB5 3.0807 0,0161 0,030E (10106 0.0106 113 1130 0.OD40 00152 3.3286 0,8037 0.0085 3,095E 00151 0.0309 0.0107 0.0106 114 1140 0.0040 0.0152 3,3440 0.8122 0,0065 3.1110 00151 0.0309 0.0107 0.0107 its 1150 00040 0.0162 3.3592 0.8207 00086 3.1261 00161 0.0310 0.0107 0.0107 116 1160 0.0040 00152 3.3744 0.8293 0.0086 3.1413 0.0151 0.0310 0,0107 0.0107 117 1170 00040 0.0152 3,3896 08379 O.ODB6 3.1564 0.0151 00311 0.0107 0.0107 118 1160 00040 0.0152 3.4U48 09466 0.0086 3.1716 0.0152 0.0312 0.0107 0.0107 119 1190 0,0040 0.0152 3,4200 0.8552 0.0087 3.1867 00162 0.0312 0.0108 0.0108 120 1200 O.OD40 0.0152 3A352 08639 00087 32019 0.0152 0,0313 0,0108 010106 121 1210 0.0040 00152 3,4604 0.0726 0.0067 32170 0,0152 Q0313 0.0108 0.0108 122 1220 00040 0.0152 3.4656 0.8814 0.OD87 3.2322 0.0152 0.0314 0.0108 00108 123 1230 0.0040 0.0152 3.4808 0,8902 0.0088 3,2473 0.0152 0.0314 00108 0.010B 124 1240 0.0040 0.0152 34960 0.8990 0.0098 32625 0.0152 0,0315 0.0108 0,0108 126 1250 0.0040 0.0152 3,5112 09078 0.0088 32776 00152 0.0315 0.0109 0.0109 126 1260 0.0040 0,0152 3,5264 09166 0.DO69 32928 00152 0,0316 0.0109 0.0109 127 ,270 0OD40 00152 3.5416 09265 0OD89 3.3079 0.0152 0,0316 0.0109 00109 12F 1280 O.DD40 0.0152 3.5568 093M 0.0089 33231 0.0152 0,0317 0.0109 0.0109 127 1NO 00040 0.0162 3-5720 0.9434 0.0089 33383 0.0162 MOW 0.0109 0,0109 130 1300 00046 0.0152 3.5872 0.9523 0.0090 33534 0,0152 0.0316 0.0110 0,0109 131 1310 00040 0.0152 3.6024 0.9613 0.0090 33686 Q0152 0.0318 0.0110 00110 132 1.120 '1.",Fi 0.0152 3.6176 0.9703 0OD90 3.3837 00152 0.11318 0.0,10 0.0110 13.) 1330 00040 00157 3 637.8 0.9794 0.0090 3.3909 0.0152 0.0.319 00110 0.0110 134 1340 0.0040 00162 3,6480 0.9884 0.0091 3.4140 0.0152 0,0319 0.0110 0.0110 136 1350 0.0040 0.0152 3.6632 0.9975 0.0D91 3.4292 0.0152 0.0320 0.0110 0.0110 1316 1360 0.OD40 0.0152 3.6784 1.0066 0.0091 3A443 0.0152 0.0320 0,0110 0.0110 137 1370 0,0040 0.0152 3.6936 1.0158 40D91 3.45% 0.0152 0.0321 00111 0,0111 138 1380 00040 0.0162 3.7088 10249 0 OD92 34747 0.0152 0.0321 0.0111 0.0111 139 1390 0.0040 0.0152 3.7240 1.0341 0.0092 3.4898 0.0152 0.0322 0.0111 0,0111 140 1400 0.0040 0.0152 3.7392 1.0433 0.0092 3,6050 0.0152 0M22 0.0111 0.0111 141 1410 0.0040 0.0152 3.7544 1.0525 0.OD92 3.5201 0.0162 00323 0.0111 0.0111 142 1420 00040 0.0152 3.7696 1.0618 0.OD93 3.6353 0,0152 0.0323 0.0111 00111 141 1430 00040 0.0162 3J848 1.0711 0OD93 3,5505 0,0152 0.0324 00112 0.0112 144 1440 00040 0.0152 3.8000 1.0804 0,0093 3,6656 0.0162 00324 0.0112 0.0112 fold VOAr of R~- 1148.66 Cf Gave. 010163 CIS Qpak. 0.0766 CFS 6/23/2003 Infiltration trench for runoff from AREA 3(Equipment Garage Roof) Time Step Analysis Model PermeobNBy,Pm(In/hr) 8.27 On Vs.Gout Infiliratlon Rate,IR(fi/sec) 1.91E-04 Factor of Safety,FS 2 0.08 Length.L(ft) q5 Width,W(it) 4 Depth.D(ft) 3 0.07 Pipe Diameter,PD(in) 0 Vold Rallo.VR 0.3 Design Volume.V(cf) 162 0'06 Infiltration Rate,A-Pm/43,200 0.05 Vokw e.V. 14)6'(PD124)-2.(W'D-3.14I6-(PDn4yr2)•VR)-L , Column(1)=Design Hydrogroph using SCS Type IA Rainfall distnbuiion 004 Column(2)-Summation of Column(1) Q(cfs) Column(3)=(600'Column(1)+Previous Column(6))/(L'W VR) Column(4)=IF(L•W)'IR/FS>Cokimn(1),THEN Qi=Column(1) 003 ELSE QI=(L-W)'IR/FS Column(5)=Summation of Column(4) 0.02 Column(6)-Cdurm(2)•Coksm(5) DO) (2) (3) (4) (5) (6) 0.01 ta8ve Stage Outflow Cummulative Net WVolume Height QI Volume Storage (cf) (ft) (cis) (c0 (CO 0 lane(24-hrs) 0.0000 0 000 DOODO 0 0 0.00D0 0 0.00 0.0000 0 0 0.0000 0 0.00 0.0000 0 0 00003 D GOO a0003 D D Instant vs.Design Depth 110009 1 001 GOOD9 1 0 0.0014 2 Q02 0.0014 2 0 0.0019 3 0.02 0.0019 3 0 3.5 00022 4 0.02 0.0022 4 0 0.0025 6 0.03 0.0025 6 0 3 Q0028 7 0.03 0,0028 7 0 0.0034 9 0.04 0 OD34 9 0 0.0041 12 005 0.0041 12 0 2.5 0.0044 14 005 0.0044 14 0 0.0046 17 0,05 00046 17 0 0.0048 20 0.05 0,0048 20 0 2 0.0049 23 0.05 0.0049 23 0 ) Q0056 26 0.06 0.0056 26 0 stage(s1,5 0.0063 30 007 0.0063 30 0 0.0064 34 0,07 00064 34 0 0.0065 38 0.07 0.0065 38 0 1 0.0067 42 0.07 0.0067 42 0 0.0068 46 0.08 0.0066 46 0 0.5 0.0074 50 0.08 0,0074 50 0 0.0081 55 0.09 0.0061 55 0 0,0062 60 0.09 0.0062 60 0 0 0.0083 65 0.09 0.0083 65 o lkne(24-hrs) 0.0063 70 0.09 0.0083 70 0 0.0094 75 009 0.0084 75 0 0.0092 el 0.10 0.0092 81 0 0,0100 87 0.11 0.0100 87 0 0.0100 93 0.11 0.0100 93 0 0.0101 99 0.11 00101 99 0 Instant vs.Design Volume 00101 105 0.11 0.0101 105 0 0.0102 111 0.11 0-0102 111 0 0.0110 117 0,12 0.0110 117 0 0.0119 124 0,13 0.0119 124 0 180-. 0.0119 132 0.13 00119 132 0 0.0120 139 Q 13 00120 139 0 160 - 0.0120 146 (113 0.0120 146 0 140 0.0121 153 a 13 00121 153 0 0.0149 161 0.17 (1.Oi49 162 0 1 120 0.0181 173 0.20 0,0172 173 0 0.0188 184 022 0,0172 163 1 100 0.0229 196 0.28 0.0172 193 5 Vol(Cq 80 0.0273 214 0.39 0.0172 204 11 0.0417 239 0.66 0.0172 214 26 60 0.0755 285 1.31 0.0172 224 60 0.0731 329 1.93 0.0172 235 94 40 0.0429 354 2.22 0.0172 245 109 20 0.0307 373 2.37 0.0172 255 118 0.0267 389 2,47 0.0172 266 123 0 __ 0.0272 405 2.58 0.0172 276 129 0.0228 419 2.65 0.0172 286 133 TWne(24-his) 0.0183 430 2.66 -0.0172 297 133 0.0185 441 2 A7 0 0172 307 134 0.0186 452 2.69 110172 317 135 0.0188 463 2.70 0.0172 328 136 D0190 475 2.72 Q0172 338 137 i 6/23/2003 0.0191 486 2.74 00172 348 138 0.0193 198 2.77 0.0172 359 139 0.0194 509 2,79 0.0172 369 140 0.0196 521 2.82 0.0172 379 142 00197 533 2.84 0.0172 390 143 00199 545 2.87 0.0172 400 145 0.0182 556 2.88 0.0172 410 145 0.0165 566 2.88 (10165 420 145 0,0166 576 2-88 0.0166 430 145 0.0167 586 2.88 Q0167 440 145 Q0168 596 288 00168 450 145 00168 606 2.86 00168 460 145 00169 616 2.88 Q0169 470 145 00170 626 288 0.0170 481 145 0.0171 636 288 00171 491 145 0.0172 647 2.88 0.0172 501 145 0.0173 657 2.89 0.0172 512 145 0.0174 667 2.89 00172 522 146 0,0156 677 2.87 (10156 531 146 00139 685 2.65 0.0139 540 146 00139 693 2.85 0,0139 548 146 00140 702 2.85 00140 556 146 00140 710 2.85 Q0140 565 146 00141 719 2.85 Q0141 573 146 0.0141 727 2.85 0.0141 5B2 146 00142 736 2.85 00142 590 14Q 00142 744 2.85 0,0142 599 146 00142 753 2.85 0.0142 607 146 0.0143 761 285 0,0143 616 146 0.0143 770 285 0.0143 624 146 00135 778 2.85 0,0135 632 146 0.0127 786 2.84 0,0127 640 146 00127 793 2.84 0,0127 648 146 0,0127 801 2.84 0.0127 655 146 0.0128 80B 2.84 0.0128 663 146 0.0128 616 2.84 00128 671 146 0.0128 824 2.84 0.0128 678 146 0.0129 831 2.84 Q0129 656 146 0,0129 839 284 00129 694 146 Q0129 847 2.84 00129 701 146 OV29 855 284 0.0129 709 146 00130 863 2.84 0.0130 717 146 0.0117 870 2.83 0.0117 724 146 0.0104 876 2.81 0.0104 730 146 00105 882 281 0.0105 737 146 0.0105 868 2.81 00105 743 146 0,0105 895 281 0.0105 749 146 0.0105 901 2.81 0.0105 755 146 0,0105 907 2.81 0.0105 762 146 0.0105 914 2.81 0,0105 768 146 0.0106 920 2.81 0.0106 774 146 0.0106 926 2.81 0.0106 781 146 0.0106 933 2.81 0.0106 707 146 0.0106 939 2.81 00106 794 146 Q0106 945 2.81 0.0106 800 146 0.0107 952 281 0.0107 806 146 0.0107 958 2.81 0.0107 813 146 0.0107 965 2.81 0.0107 819 146 Q0107 971 2.81 0.0107 826 146 00107 978 2.81 0.0107 632 146 0.0108 984 2.81 0.0108 838 146 0.0108 990 2.81 0.0108 845 146 0.0108 997 2.81 (10108 851 146 0.0108 1003 2.82 00108 B58 146 0.0108 1010 2.82 0.0108 864 146 0.0108 1016 2.82 00108 871 146 0.0109 1023 2.82 00109 677 146 0.0109 1029 2.82 0.0109 084 146 0.0109 1036 2.82 0.0109 890 146 00109 1043 2.62 00109 897 146 0.0109 1049 2.82 Q0109 904 146 0.0109 1056 2.82 0.0109 910 146 0.0110 1062 2.82 0.0110 917 i46 0.0110 1069 2.82 0.0110 923 146 QO110 1075 2.82 0.0110 930 146 0,0110 1082 2,82 0.0110 936 146 0,0110 1089 2,82 0.0110 943 146 0.0110 1095 2.82 Q0110 950 146 00111 1102 2.62 0.0111 956 146 00111 1109 2.82 0.0111 963 146 QO111 1115 2.82 0.0111 970 146 0.0111 1122 282 0.0111 976 146 0.0111 1128 2.82 0.0111 983 146 0.0111 1135 2.82 0.0111 990 146 0.0112 1142 2,82 0.0112 996 146 0.0112 1149 2.82 00112 1003 146 ;� • i ,i, y/TCH s nONa o.s MM LopES 3= , �wwwew 14( ywWwUU �Nyww I�i9�ZDu,if� Af Erhb�� Q = C i ft ��= 3.2 ,6A f y1�, s o•zs sP -r 3.z r)(o.r-,r4,, 0.*?2 cis 1.S8 L-(-S O. Z G OK /Vote, Sim cca'�4 r a m ZS- --or sia"Y\ w: l 1 1_- . fie! � k ()��'C.� S�C�i9� Q^� S�tl� � i�\c f Ki y-V�,ct C 1 1 r1��o.. ;Pvnc� _ V� t',,1t GattSd�h� ConJt-� anC-� J syStcr�n , No Aftc)O-A. �� I � I V-Ditch MANNING'S: NORMAL DEPTH CALCULATIONS FOR A CHANNEL AREA= y(B+Zy) wp= B+2((Zy)"2+y^2)^(1/2) R= A/wp Assume that side slope Z = 3.000 : 1 SLOPE= 1.00% Assume that bottom B = I 0.000 ft Assume n = ` U27 AREA wp R V Q 0.40 0.48 2.530 0.190 0.87 fps 0.875 0.50 0.75 3.161 0.24 2,14 fps 1.586 APPENDIX F DETAILS W:\PVV_ESProj\3636\ROADM-2\Documents\Other\Drainage\drainage rpt rev3.doc STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN Figure III-3.13 Swale/Trench Design (Reproduced with permission from Schueler (16) ) Top View / :._ Drivewa Railroad Tie Check-dam y r ''.'.:'' Swaie ;•r^yrc,+ ;, �,:^ p •u o o, . Driveway .!'c::•,.s ::;%:::.::, l = Culvert • 9�A •a � Oa ;,:;,=••;Direction, ob;q�:•�„ on,.,p , Culvert StoneTrench%0'•;•0.. '`.olFlow 0. - *�u O of J�o Side View ( � r Runoff Road AU ON Slope of the Trench �— Should be Less Than 5% ' Permeable Filter Fabric Lines Sides and Also at One Foot Trench Depth 6 Inch Sand Layer Exfillration 111—�—.7J FEBRUPUt • l!`!L y , STORKWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN Figure 111-3.11 Parking Lot Perimeter Trench Design (Reproduced with permission from Schueler (16) ) Top View Side View Dripline of Tree Should Not Extend Over Trench Berm (Grassed) Slope of Parking Lot Slotted Curbs Act -------- as a Level Spreader Ca rs Trench Filter Strip Qr 0 -� Directly Protective Filter rectly Abuts Cloth Layer cc' Paveme nt 0 Sand Filter Storm Drain Slotted Curb Spacers (If Partial Exfiltration) 111-3-37 FEBRUARY, 1992 i STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN Figure III-3.9 Schematic of an Infiltration Trench (Reproduced with permission from Schueler (16) ) Wellcap Observation Well 0. . " o•O ;moo �. •.:;.....:•.:w�r4:,�c.�-.:•:.:_:. •.a �.• •�.:. off' '.�:•:�;':•:;?;.« . . . Emer enc Overllow Berm ' ••D.00'�A q• ^; " ; d o p.p'a ... ' '." �yy���01:`':b:••°.p; • .} 4*'Runoff Filters Through .: O •• o :20 Foot Wide Grass Butter Strip: • •.. �•+ Protective Layer of Filter Fabric b�cT•:.r�7ifla069= Filter Fabric Lines Sides to 'Trench <s— Prevent Soil Contamination / • o� 3-8 Feet ':.#- Deep Filled q00 o Q•with 1.5-2.5Q: V Inch Diameter .O clean Stone ° o� ,. •�•: •ore°Q•e 666 Send Filter(6-12)Inches ...... Deep or Fabric Equivalent Runoff Extiltrates 'Through Undisturbed Subsoils with a Minimum tc of 0.51nches/Maur III-3-35 FEBRUARY, 1992 i APPENDIX G OPERATION AND MAINTENANCE MANUAL W:\pv%_esproj\3636\ROADM-2\Documents\Other\Drainage\drainage rpt rev3.doc i i �� OPERATIONS AND MAINTENANCE MANUAL No. 1 —Infiltration Trench Maintenance Defect Conditions When Maintenance Is Results Expected Component Needed When Maintenance Is Performed General Trash& Debris Any trash and debris which exceed 5 Trash and debris cleared cubic feet per 1,000 square feet(this is from site. about equal to the amount of trash it would take to fill up one standard size garbage can). In general, there should be no visual evidence of dumping. Poisonous/Noxious Any poisonous or nuisance vegetation No danger of poisonous Vegetation which may constitute a hazard to vegetation where maintenance personnel or the public. maintenance personnel or the public might normally be. (Coordinate with local health department) Contaminants and Any evidence of oil,gasoline, No contaminants or Pollution contaminants or other pollutants pollutants present. (Coordinate removal/cleanup with local water quality response agency). Storage Area Sediment-The Water ponding in infiltration trench after Sediment is removed observation well should rainfall ceases and appropriate time and/or facility is cleaned be monitored for allowed for infiltration. so that infiltration system sediment accumulation Sediment buildup in the top foot of stone works according to aggregate. design. No. 2—Filter Strips Maintenance Defect or Condition When Recommended Maintenance to Correct Component Problem Maintenance is Needed Problem General Sediment Sediment depth exceeds Remove sediment deposits, re-level so slope Accumulation on 2 inches. is even and flows pass evenly through strip. Grass Vegetation When the grass Mow grass,control nuisance vegetation, such becomes excessively tall that flow not impeded. Grass should be (greater than 10-inches); mowed to a height between 3-4 inches. when nuisance weeds and other vegetation starts to take over. Trash and Debris Trash and debris Remove trash and Debris from filter. Accumulation accumulated on the filter strip. Erosion/Scouring Eroded or scoured areas For ruts or bare areas less than 12 inches due to flow wide, repair the damaged area by filling with channelization,or higher crushed gravel. The grass will creep in over flows. the rock in time. If bare areas are large, generally greater than 12 inches wide,the filter strip should be re-graded and re-seeded. For smaller bare areas,overseed when bare spots are evident. W:\pw_esproj\3636\ROADM-2\Documents\Other\Drainage\drainage rpt rev3.doc �. Y © 3 .5&/9 RECEIVED JUL 112003 CITY OF ARLINGTON SUPPLEMENTAL GEOTECHNICAL REPORT ARLINGTON DECANT FACILITY AND EQUIPMENT GARAGE SNOHOMISH COUNTY DEPARTMENT OF PUBLIC WORKS PROJECT#RM 611-35-3309 REFERENCE CITY OF ARLINGTON PHASE I PERMIT MN-03-021 PREPARED FOR BUILDING PERMIT APPLICATION ABSTRACTED FROM PROJECT DRAINAGE REPORT DATED JULY 1, 2003 July 10, 2003 � * tJ MEMORANDUM1�A Gam',,,, N lYr7 TO: Max Phan, P.E. FROM: Dale E. Topham, P.E., Geotechnical Engineer DATE: February 4, 2003 -�, z Ck , FcfsrtiR�° � SUBJECT: Arlington Shop Decant Facility Subsurface Explorations �UNNL EXPIRES L/5/OS This memorandum has been prepared to document conditions encountered during test pit excavation and provide foundation preparation recommendations for the referenced project. Three test pits were excavated to evaluate subsurface conditions in the vicinity of the decant facility and the associated garage. Test Pit TP-1 was excavated to.evaluated infiltration potential for infiltration trenches. Test pits TP-2 and TP-3 were excavated within the garage footprint to evaluated soil bearing capacity and develop foundation recommendations. Test pit locations are shown in the attached site sketch. Test pit logs are also attached. Soils encountered the upper 3 feet in TP-1 generally consisted of medium to coarse sand and slightly silty, sandy gravel which should provide adequate infiltration. In TP-2 and TP-3, fill was encountered to a depth of 2.5 to 3 feet below ground surface (bgs). The bottom of the fill layer is generally delineated by a thin, dark, organic layer(topsoil) approximately 1 to 3 inches thick. Under the fill, soils encountered in TP-2 and TP-3 consisted of medium dense, medium to coarse sand. Groundwater was not encountered in any of the test pits. We recommend that the fill and the topsoil layer be removed from below the footings and floor slab of the garage. The excavation should extend beyond the footing footprint a distance equal to the depth of excavation (approximately 3 feet). Excavated material should be replaced with compacted structural fill to the footing or floor slab grade. A representative from the Geotech Group should evaluate the subgrade after excavation of the till fill prior to backfilling with structural fill. Representatives from the materials lab should evaluate compaction of the structural fill during placement and compaction. Attachments: Table 1 -Test Pit Logs Figure 1 —Exploration Locations END OF MEMORANDUM Arlington Shop Decant Facility February 2003 TABLE 1 —TEST PIT LOGS TP-1 0'—0.5' Loose, brown, fine to medium SAND; moist; FILL 0.5'—2.5' Medium dense, brown, interbedded medium and medium to course SAND; moist; FILL 2.5'—3.0' Medium dense, brown, trace to slightly silty, sandy GRAVEL with cobbles; NATIVE SOIL. TP-2 0'—3.0' Medium dense, brown, silty SAND/fine, sandy SILT; moist; organic layer approximately 2"thick between 2.5' and 3.0'; FILL 3.0—4.0' Medium dense, brown, medium to coarse SAND; moist; NATIVE SOIL. TP-3 0'—3.0' Medium dense, brown, silty SAND/sandy SILT; moist; with roots and gravel; black organic layer approximately 1"to 2"thick at 3'; FILL. 3.0'—4.0' Medium dense, gray brown, medium to coarse SAND; moist; NATIVE SOIL. .` a v fx i ............... .. .. . .. . .. . . I .. . Ld 3 _Z c3 F-- �"z 7777/ N J � z �o cr o q M1M1LL Ir � v d �---�--r— c / � � '- o / Z z / O NI \ / i O J I \ II / m / � / / / F--i / z I� J / / / / / WI \per pWi � M I� w (Y- \ Q u kA `l' 1 cr -o a\ I a I— �En Qj — - - - - •` I i o MEMORANDUM WA TO: Matthew Ojala FROM: Dale E. Topham, P.E., Geotechnical Engineer DATE: March 7, 2003 S�ONAL SUBJECT: Arlington Shop Decant Facility Infiltration Rates EXPMS This memorandum has been prepared to document subsurface conditions encountered in the boring completed at the location of the proposed decant facility and provide recommended infiltration rate for use in design of the proposed stormwater treatment facilities. One boring and 2 test pits were completed within the footprint of the proposed garage facility on December 4, 2002. The upper 3 feet of soil encountered in the explorations consisted of brown, sandy gravel, silty sand, and sandy silt which was interpreted as fill, overlying a 1- to 2-inch thick layer of organic soil approximately 3 feet below ground surface (bgs). Below the fill, soil encountered in the explorations generally consisted of medium to coarse sand and sandy gravel to a depth of approximately 9 feet bgs. From approximately 9 feet to 16.5 bgs (bottom of boring),the soil consisted of brown-gray medium sand. Groundwater was not encountered in the boring. The locations of explorations are shown on the attached Figure 1. The exploration logs are also attached. We understand that stormwater management will be based on the 1992 Stormwater Management Manual for the Puget Sound Basin. Based on visual evaluation, infiltration rates would be low in the soils encountered in the boring from the existing ground surface to a depth of approximately 3 feet bgs. From below 3 feet bgs to the bottom of the boring (16.5 feet bgs), soils consist predominately of sand and gravel with generally less than 10 percent fines (silt or clay), which classify as sand within the USDA Textural Triangle classification system. Based on this classification system and on Table III-3.1 of the 1992 Stormwater Management Manual, we recommend an infiltration rate of 4.13 inches per hour for soils below approximately 3.5 feet bgs. This rate includes a safety factor of 2. Please call if you need further assistance. END OF MEMORANDUM ,r Arlington Shop Decant Facility March 2003 TABLE 1 —EXPLORATION LOGS Boring B-1 0'—3.0' Medium dense to dense, brown, sandy GRAVEL, moist; 1' silty layer at 3'; FILL. 3.0'—7.0' Dense, brown, gravelly SAND; moist; NATIVE SOIL. 7.0'— 14.0' Dense, brown, fine to medium SAND; moist; occasional coarse sand and fine gravel; gravelly at 13'to 14'; NATIVE SOIL.. Test Pit TP-2 0'—3.0' Medium dense, brown, silty SAND/fine, sandy SILT; moist; organic layer approximately 2"thick between 2.5' and 3.0'; FILL 3.0—4.0' Medium dense, brown, medium to coarse SAND; moist; NATIVE SOIL. Test Pit TP-3 0'—3.0' Medium dense, brown, silty SAND/sandy SILT; moist; with roots and gravel; black organic layer approximately 1"to 2"thick at 3'; FILL. 3.0'—4.0' Medium dense, gray brown, medium to coarse SAND; moist; NATIVE SOIL. Ar ( in 4-vn Shop Der-orif- Fc--lt.-fy /lo rc.� 2003 white S-t-ice -- - 63rd AVE NF }� .. ---- -------- ------ - , ,, 1OPIRIM W 1 I 7' 4 v� IN V. OU = 15S T�. I RILDING RESTRIC14ON L IT P Ro P03 G D // \ I <TD P4AG E I / \ 7 5' a \ 10 I / —3l N �jrNN lot ILTRATIO t✓ — — -. \\ POND G l0 20 SCAC.E \ \� FI L R F A R f-1, (4eef) i i Topham, Dale From: Topham, Dale Sent: Monday, June 16, 2003 1:18 PM To: Ojala, Matthew Cc: Campbell, Bob Subject: Arlington Decant Facility As requested, I have reviewed the proposed location of the infiltration trench, which is as close as 12 feet from proposed equipment shed/restroom. Based on the current design plan and on conditions observed in the geotechnical explorations, it is my opinion that the 12-foot separation is sufficient and that performance of the footings will not be adversely impacted by the proximity of the infiltration trench. Dale E. Topham, P.E. Top Geotechnical Engineer S Snohomish County Public Works V of wffit, 425-388-6668 1 ANAL EXFnAEs /di 1 I I Cn o o 0 0 0 0 0 0 0 o p 0lL s 0 0 0 0 -P4 V V -. N 0 0 0 0 0 0 O O O O O O N N N N -+ O Ln 03 � 00 O � co � N 'Cl) 00 W W W 4) W W G) 4) W W O W W CJ CCD c0 N O) (JN N _. 41 N N Oo OD DD 07 ? N N O ? Co ao fil O M N -D N --• to (D (D (0 W N N O CJ 03 O 7 (U C O O ? O (D O W O �' O O (p -t1 O O O O O �..� (D -0• O bo -. O > n. -� O Ln �' p p. 7 0 0 0 O O O (D O O O O O O — D O 00 D (D O O 0 0 �' O O O O O O O _i ..a ' 0 0 0 - 0 _i _l C -`0 \ 0) to O o o N 3' -- p 0 0 0 0 o to o 0 0 = � H 0 0 o c o o p o 0 0 D Cr o X o � 0 o W o 0 0 y -0 m (mn c O to 0 0. O_ — N N 0 o m 0 �° 0 O m CO W 2 N _� �1 N W O �' T"') O. 'D N m O N 7 � d 'CD O o Cn (fl a (D a NCC C (D C 7 N 'p O N � - O fD O O N N D,) m V. G7 w (D CID(G] -Oi N C 'C O y N (�D j O O 0 0 'U 0 -, m c a) m � v a 0 °) O O O Q CcL CD 0 � � 3 ccD 3 ID N `� '0 CD 7 - m (D 3 9 to O =* (D' (-oCD 3 0 G � ' X _; CD 0 w 0 (D (D f0 0 O r; (D ry •O N O CDN .O+ f�D (n p O O W ` O N O (J) C) O O ^� D C O c 1 z o ■ ■ IN r.YCIC11, nn-ww l WARRANT --- TRE ******$1, 090 .00 ■ ONE THOUSAND NINETY DOLLARS AND 00 CENTS ********** PAYq NEGOTIABLE FOR 360 DAYS ON OR AFTER ABOVE DATE TO THE TREASURER OF CITY OF ARLINGTON SNOHOMISH COUNTY 238 N OLYMPIC AVE PAY TO THE ORDER OF: ARLINGTON WA 98223 "afaj 8 County Executive iUP 11' 1039L.61 11' 1: 1 2 50000 24l: 9 390 0 7 111' DATE -7 - 1a _ � No. I I /RECEIVED FROM�� 0 CL „ `-���(/ LU { �L DOLLARS I U0FOR RENT C�ci✓�uy 'j 0FOR / ACCOUNT OCASH FROM �TO PAYMENT CHECK MONEY BAL. DUE 5ORDER BY b:r „©z I 1 � J 1,' 4xi Snohomish County Public Works Aaron Reardon County Executive (425) 388-3488 2930 Wetmore Avenue FAX (425) 388-6494 Everett, WA 98201 September 30, 2004 City of Arlington 238 North Olympic Avenue Arlington, WA 98223 RE: Arlington Decant Facility and Equipment Garage, Permit No. 03-5519 and No. 03-5520 ATTN: City Building Department Gentlemen: The special inspection requirements were completed in accordance with sections 106.3.5, 108 and 1701 of the Uniform Building Code 1997 edition. The testing was performed by Snohomish County's WSDOT certified lab. The following items have been approved as per the contract plans, specifications and special provisions: • All special grading, excavation and fills (letter sent of City). • Structural reinforced concrete construction, including final placement of reinforcing steel and anchor bolt installation (see attached concrete test cylinder log). • Compaction report for construction in City right-of-way (see attached). Sincerely, Blane G. O'Brien Construction Project Engineer Senior Lead cc: Construction file wwwcosnohomsh.wa.us rec yded poper . I I ■ 1 • 1 • 1 - 1 _ 1 r 1 / - 1 . • _ 1 1 1 1 • 1 - ' ' - 1 .. 1 1 • _ • 1 • 1 111 I - 1 1 - I 1 1 r • u 1 � I • PROJECT: Arlington Vactor Decant Facility CRP #:Rm-611-35-3309 DATE: 9 01 oy MATERIAL TYPE: GAUGE #: /g69,-z SOURCE: CURVE #: TEST NUMBER STATION w 04tn VZ4A I I s�.x. -F OFFSET WaJ� wd ELEV . / DEPTH BELOW GRADE .14 PROBE DEPTH MOISTURE % q.Z WET DENSITY, PCF mo DRY DENSITY, PCF i 3 .o MAX. OBTAINABLE DENSITY 139 - lqq COMPACTION % Ra - 9S MIN REQ'D. COMPACTION MOISTURE DETERMINATION - (1) WT. OF TARE S 3$ 2 WT. OF DAMP SOIL & TARE °l 3 WT, OF DRY SOIL & TARE 4 WT. OF MOISTURE 2 - 3 I I q 5 WT. OF DRY SOIL 3 - 1 9 , I MOISTURE % 4/5 x 100 . ,a- GRADATION DETERMINATION : Use dry sample from moisture determination 6 WT. OF TARE 7 WT. RETAINED ON # 4 & TARE (8) WT. OF MATL. RET. ON # 4 7 - 6 (9) % RET. # 4 SIEVE 8/5 x 100 (1z. % PASSING # 4 SIEVE 100 - 9) 3� REMARKS: \r J2�� .� .! m, �c �a `�oQ hn�x� w� a. c�e.w►- i. �'J-Q f c W TECHNICIAN: - vv C ECKE BY: CAL- F—iNOHOMISH COUNTY DEPT. 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