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Home My WebLink AboutDrainage Report - PLN General - 10/12/1994 DRAINAGE REPORT for SHELTON SECTION FACILITY Mason County, Washington ��s nr►. S r. PROF WASytic�•y� y V497 / l 9FGISTEREO Fss`ONAIL EXPIRES 10/12/ 94 PREPARED FOR: Washington State Department of Transportation Architecture Office PREPARED BY: RoseWater Engineering, Inc. 1932 First Avenue, Suite 711 Seattle, WA 98101 (206) 441-9385 DESIGNED: Jack J. Hurley, P.E. REVIEWED: James M. St. John, P.E. DATE: July, 1994 RWE JOB NO: 92017.13 TABLE OF CONTENTS REPORT I. Project Overview II. Preliminary Conditions Summary III. Off-Site Analysis IV. Hydrologic Analysis and Design V. Conveyance Systems Analysis and Design VI. Special Reports and Studies VII. Basin and Community Planning Areas VIII. Other Permits IX. Erosion/Sedimentation Control Design X. Bond Quantities Worksheet, Retention/ Detention Facility Summary Sheet and Sketch, and Declaration of Covenant XI. Maintenance and Operations Manual FIGURES DESCRIPTION I-1. Project Location Map and Soil Conservation Service Map IV-1. Drainage Areas Map APPENDIX A. Infiltration Calculations B. Biofiltration Calculations $' +4'a.'.,C:� A �.,:'� .., \ * r (, '•S. 4; .a '�-`.Q III' :.�As..�ic \\..' '- '�s•.:.x � •+;t -�` 3�.5-.,••..��- •�-1 y ''`r�lr -��•;v � �3 r � 'J•S\q�.M�•_ 1P�Ys''��•y.,{,�'"\�.r .}� {o• � �, ♦ ��' ��:,E�..�».f+, ,•�•�•f ?�S"-�LY •+i.� s 1 t:\�� ~s•• ,°f�� .T4f�\`pL�,ye '?,r� ��.nh y - \\u.t+�?tr •-`r :yZ�{�f ,��+•• '1':r�.y�. .ew. x«'Kt '�•o'• •.�4 � .�'`\ •>9 /7 ��at •'��a^� �yt }'�'.'� :'1:•'� 11t'�,,� '��,,,�'!1'T ` e `L',. •/j~�:�•, �"�# ,`.�•.. .•I�''tax 0�- ' \ N' '��'�•��t�1' � •\ y '• '\.�J11 y� � •: Ft �.-.y• ..\( �-. ,. : r° C �: _ r /�'.• ♦ �t�� ('N v' .R•�i� ;s_ �J'••:- pvz Q��.e • ` Y r'��v�,� � riT;-:`f/7a.e7\f �f N •. • •�/. .r •r �t r. 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'Y /i�f��l � .f e• '.. r:Jri/�,io1i `' :�� `N- i`\\•�,� �f�'A � 4'-...,� Y+ • � •. �+,.. �. /'1• �. •\ I , - < u1J-. >♦!M ' ZL. q "1X".. •Mf••i WSDOT SHELTON SECTION FACILITY STORM DRAINAGE TECHNICAL INFORMATION REPORT I. PROJECT OVERVIEW Existing Conditions The proposed project is located on a 5.5-acre site south of SR 102, on the west side of Sanderson Way West in Mason County. The site considered in this report is currently a Douglas Fir forest with salol undergrowth. Proposed Conditions The project is being undertaken to provide a section maintenance facility for the Washington State Department of Transportation. The increase in the amount of impervious area is the result of the roof, asphalt, and gravel pavement areas associated with this project. Runoff from roof areas will be collected in closed conduits and routed to the grass- lined swales. Runoff from impervious areas subject to vehicular traffic will flow via sheet flow across the parking lot and then to the grass-lined swale, then to an infiltration pond. The handwritten pages following were used to generate the hydrologic information for this project. II. PRELIMINARY CONDITIONS SUMMARY To our knowledge, there are no preliminary conditions to development on this site, beyond a building permit. III. OFF-SITE ANALYSIS Upstream Tributary Areas Storm water flow from upstream tributaries is negligible. Downstream Analysis Downstream storm water flow from this site is negligible. IV. HYDROLOGY ANALYSIS AND DESIGN Existing Site Hydrology The site soil is Grove Series. Flow rates and volumes have been determined using a "WaterWorks" computer analysis program based on the Santa Barbara Urban Hydrograph Method. Developed Site Hydrology Time of concentration was calculated based on sheet flow,shallow concentrated flow,and channel flow equations for the proposed conditions. The criteria used for sizing the volume required for detention/infiltration system is the 100-year,24-hour storms. The 2-year, 10-year, and 25-year, 24-hour storms were also evaluated. The infiltration rates used in the calculation are based on Table III-3 of Stormwater Management Manual for the Puget Sound Basin. 92017.13\TIR FNi�. % Obi Q26W if i;AX K-950N COALESCING PLATE/O.W.S O APPROXIMATE_ ®RIM 293.5 � LIMIT OF GRADING . F' 1 nay \ GRADE s� rs. _ a: :. cr ! 29S I ` z9o.1 rlo. 3/{if�cxlt j . M�(Jc Atif)' , TO DRAIN --• PVC LINER 20 MIL Sw I�TROAl1 z l 292.5FL ._ (113H. Of CALL: z` �' PLAN TM 292.5 — FJ.`tTY.4V-- r c >< Ec= iq - I — - - - t J ��c f E 100' t li� i- /b 38LF 4 I {}_{} ' 3' WIDES-0.010(MIN.) 293.1FL 293.8 t: = -` \ �►� II VALLEY 43LF �' PVC 294 C0i/ ® ' CUTTER 3' WIDE `_tT AA IJFiL. Br rL "'iLR } ,I; 288.0 IE EMERGENCY S=0.01D(MIN.) GENERATOR 293.9 VALLEY fLEV. 29123 -- - 2923 I 83LF 6' Dl / PROPANE GUTTE I+ � '. I f I t FL GB 295.3 S=0.010 2 TANK PAD / LEGEND rrix .•�.2x� ,rre �. .>_ .. - ' 295.3 ' ';ta> •.�.� 'r....r� � + �.' i II I RESERVE 29 4 DRAIN RE NORTH DRAINAGE I 294.9 IE 291.65 213s� ti� j I F.G.292_0o I I (� 40 RIPRAP CONNECT TO I 1 I ` —292— PROP. CONTOUR W 160LF-12' SD 6' ROOF DR 30 LF 1` Z S-0.010 I SEE SHT. M3, 4 SS I I yy _ PITS ;,s �^r ` i L CONNECT TO I { I ` ?,t.• e,4?aSEWER FROM cs ` ,. :w. I 180 LFfff'4. PVC UNER c�f I 2 2FS WASh BAY SUMP DRAIN i P I �+ ••J r \ /' 94.77FL SEE SHT. M3 Oo IN A L DPAINAGE AREh `" < GRADE \ \ / 295.22FS ( SEP�C DRAIN �l f m FF=295.3 294.E FED IE 289.45 1 �,;'t; i TO DRAIN 5.0 S I RFBAR &C* LS j 189021IM10 29 70 16 LF C 4' SS 295.4 1l! I 294.9 p I ! G FNU. R BARlIF"4 PIP£AS NOIED 4� SS � 295.1� 9 �__-- .. _.-.. i,i �! bfAltitftt£ — 142 LF - 4' SS CO , 1000 GALLON ; t 0 "FL;N BASIN ?y S-0.010 (TYP.) I , L93 2 r SEE SEPTIC SEPTIC TANK ' 'I� �• a ELEC. !USER GEL _ SYSTEM PROFILE IE 289.70 IN Ri 90.OFL -- — — — — —ON SHEET C8 IE 288.45 OUT 04 WAWR VALI'F _ j / - �; I W W.4T£R AiCT>=R tlSC. �t5 / SOvTH DR I I N PSG E 8 FltiE NrDRA+fI I � / 293 f ! t1k MAN BOX •rr�, ; .rr,2 zze 11r1JP'P(XE GRAVEL 1 1 , i I I . I �l BILRATIO NPOND 11 ; t cu v p: � SWALE O 1 X INF1L AD ON i I { SKIT[Li YA1ICN PONBOTTOM-285.8 I I ! I9 RYA71tM( NftC lw.x �?pj �,.+a I :r:.w •.�-,: I ..., .,� I "•.., _ .._ ..9. ....z ..�, , I •`��,i 1 } v WER CAP POND OVERFLOW ABBREVIATIONS \' I €LEV. 290.E — 291.0 I i s I FF FINISHED FLOOR I 291 0 291.1 29 .6 ii i� I FL FLOW LINE i li. SF SQUARE FEET"r -_ — — — _ -- - - - O.W.S. OIL WATER SEPARATOR -. +!� s 29 .� 291.5FL ,,,r� I•` , IE INVERT ELEVATION BIOR TRATION — a � SWALE O 1X 3:1 SLOPE I I !i ! `(i i SS SANITARY SEWER (MA) 11,500 S.F. 290.3FL ,(y3 �� 20 MIL PVC77 LINERi�, i';r CO CLEAN OUT FINISH GRADE a APPROVED BY NOTE REDUCED PLANS, PERMIT AGENCYDO NOT SCALE DRAWM108 > "Scrx Apcwfflm Lot 5 „,,,�,; 10 WASH ? �► SHELTON `'2 - nowMcKw; �AD PW 1 wa °' '"� Washington State �Q A cxuk R08eWat@f' Engineering, Inc. Department of Transportation SECTION FACWTY ppalE[.T W. OL1484 , „� 1932 Flat Avenue 85 FAX 111 Seattle 92 98101 SHMIrT I��III KR Nx (208) 44I-9385 FAX(206�t48-6922 « �mar W. �� DRAINAGE AREAS MAP g oan NtvWrr N. urn roHrtva N¢ er++�n v of Figure —1 �T� WSDOT SHELTON SECTION FACILITY STORM DRAINAGE TECHNICAL INFORMATION REPORT The infiltration rate for sand was used with a safety factor of 2. A soils investigation by RoseWater Engineering confirmed the SCS soil survey classification of Grove gravelly sandy loam. The surface soils were sandy loam but soils below two to four feet were a very gravelly, cobbly, loamy sand. The neighboring Washington State Patrol site infiltrates all the site drainage with no flooding. We feel that this infiltration rate of 4.14 Inches/Hour (14.51 Minutes/Inch) is conservative. The pond bottom is at Elevation 285.80 which is a six-foot deep excavation. The bottom width is 80 feet and the average length is 120 feet. The maximum 100-year design storm water surface is Elevation 290.47. An emergency overflow is provided to the southwest at elevation 290.6. Water Quality Design The principle water quality facility on the site will be the biofiltration swales. Drainage from the paved areas sheet flows into the two biofiltration swales. The water quality design is based on the six-month, 24-hour storm which equals 0.64 times the two-year,24-hour precipitation. The water quality basins were modified slightly to account for the reduced drainage area flowing to the biofiltration swales. The north swale has a design width of 2.0 feet, a depth of 0.42 feet, and a slope of 1.0%. The velocity of 0.82 feet/second is less than the maximum of 1.5 feet/second. The south swale has a design width of 6.1 feet, a depth of 0.42 feet, and a slope of 1.0%. The velocity of 1.06 feet/second is less than the maximum allowable for biofiltration of 1.5 feet/second. The swales were checked for the 100-year flow. The maximum flow depth is 0.40 feet and the maximum velocity is 2.16 feet/second. This is less than the maximum allowable velocity for conveyance of 5 feet/second. A one-foot freeboard was added to the flow depth to determine the maximum height of PVC Liner. The liner was added to prevent infiltration in the biofiltration swale. V. CONVEYANCE SYSTEM ANALYSIS AND DESIGN The site conveyance system consists of roof drains, biofiltration Swale, and one pipe for the swale. The swale and pipe are sized for the 100-year hydrograph storm flow. A smoothwall pipe is required. The roof drainage collection system is designed for a 25-year storm using the rational method. VI. SPECIAL REPORTS AND STUDIES Reference reports used are: Soil Survey of Mason County Area, Washington United Stated Department of Agriculture, Soil Conservation Service Stormwater Management Manual for the Puget Sound Basin Washington State Department of Ecology Publication No. 90-73 92017.13\TIR WSDOT SHELTON SECTION FACILITY STORM DRAINAGE TECHNICAL INFORMATION REPORT VII. BASIN AND COMMUNITY PLAN AREAS No Basin or Community Plans should be required for this site. VIII. OTHER PERMITS To our knowledge, no additional permits are required for the construction of the drainage system. IX. TEMPORARY EROSION/SEDIMENTATION CONTROL DESIGN Temporary erosion control facilities are to be supplied by the contractor when necessary. X. BOND QUANTITIES WORKSHEET, RETENTION/DETENTION FACILITY SUMMARY SHEET AND DECLARATION OF COVENANT These items will be provided, if required. XI. MAINTENANCE AND OPERATIONS MANUAL The drainage facilities will consist of drainage swales, culverts, water quality swales and infiltration pond. The purpose of this storm drainage system is to collect the rainwater that falls on the paved portion of the property and discharge it to an acceptable location. The system has been designed to accomplish these functions. The primary function is the protection of property from flooding in the case of a large storm. This includes the maintenance building and cars in the parking lot. Another important function is the protection of ground water from pollution. Your drainage facilities have been designed according to the current Mason County Standards. Maintenance of the drainage facilities is important to insure that they are operating properly and protecting property and the environment. The maintenance requirements attached are intended to function as an owner's guide to maintenance. 92017.13\TIR MAINTENANCE REQUIREMENTS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 1 - PONDS Maintenance Conditions When Maintenance Results Expected Component Defect Is Needed When Maintenance Is Performed General Trash &Debris Any trash and debris which exceed 1 Trash and debris cleared from site. cubic foot per 1000 square feet (this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Poisonous Any poisonous vegetation which may No danger of poisonous vegetation where Vegetation constitute a hazard to County personnel County personnel or the public might or the public. Examples of poisonous normally be. vegetation include: tansy ragwort, poison oak, stinging nettles, devils club. Pollution Oil, gasoline, or other contaminants of No contaminants present other than a one gallon or more or any amount found surface film. that could: 1) cause damage to plant, animal, or marine life; 2) constitute a fire hazard; or 3) be flushed downstream during rain storms. Unmowed Grass/ If facility is located in private residential When mowing is needed, grass/ground Ground Cover area, mowing is needed when grass cover should be mowed to 2 inches in exceeds 18 inches in height. in other height. areas, the general policy is to make the pond site match adjacent ground cover and terrain as long as there is no interference with the function of the facility. Rodent Holes Any evidence of rodent holes if facility is Rodents destroyed and dam or berm acting as a dam or berm, or any evidence repaired. of water piping through dam or berm via rodent holes. Insects When insects such as wasps and hornets Insects destroyed or removed from site. interfere with maintenance activities. Tree Growth Tree growth does not allow maintenance Trees do not hinder maintenance access or interferes with maintenance activities. Selectively cultivate trees such activity (i.e., slope mowing, silt removal, as alders for firewood. vactoring or equipment movements). If trees are not interfering with access, leave trees alone. Side Slopes of Erosion Eroded damage over 2 inches deep Slopes should be stabilized by using Pond where cause of damage is still present or appropriate erosion control measure(s): where there is potential for continued e.g., rock reinforcement, planting of erosion. grass,compaction. Storage Area Sediment Accumulated sediment that exceeds 10% Sediment cleaned out to designed pond of the designed pond depth. shape and depth; pond reseeded if necessary to control erosion. Pond Dikes Settlements Any part of dike which has settled 4 Dike should be built back to the design inches lower than the design elevation. elevation. Emergency Rock Missing Only one layer of rock exists above native Replace rocks to design standards. Overflow/Spillway soil in area five square feet or larger, or any exposure of native soil. NO. 2 - INFILTRATION Maintenance Conditions When Maintenance Resutts Expected Component Defect Is Needed When Maintenance is Performed General Trash & Debris See "Ponds" Standard No. 1 See "Ponds Standard No. 1 Poisonous See "Ponds' Standard No. 1 See 'Ponds Standard No. 1 Vegetation Pollution See "Ponds' Standard No. 1 See"Ponds Standard No. 1 Unmowed Grass/ See "Ponds' Standard No. 1 See "Ponds Standard No. 1 Ground Cover Rodent Hoies See "Ponds" Standard No. 1 See "Ponds Standard No. 1 Insects See "Ponds" Standard No. 1 See "Ponds Standard No. 1 Storage Area Sediment A percolation test pit or test of facility Sediment is removed and/or facility,is indicates facility is only working at 90%of cleaned so that infiltration system works its designed capabilities. according to design. Sheet Cover Sheet cover is visible and has more than Sheet cover repaired or replaced. (tf Applicable) three 1/4-inch holes in it. Sump Filled With Any sediment and debris filling vault to Clean out sump to design depth. Sediment and 10%of depth from sump bottom to Debris (If bottom of outlet pipe or obstructing flow Applicable) into the connector pipe. Filter Bags Filled with Sediment and debris fill bag more than Replace filter bag or redesign system. Sediment and 1/2 full. Debris Rock Filters Sediment and By visual inspection little or no water Replace gravel in rock filter. Debris flows through filter during heavy rain storms. NO. 7 - ENERGY DISSIPATORS Maintenance Conditions When Maintenance Results Expected Component Defect Is Needed When Maintenance Is Performed External: Rock Pad Missing or Moved Only one layer of rock exists above native Replace rocks to design standard. Rock soil in area five square feet or larger, or any exposure of native soil. Dispersion Trench Pipe Plugged with Accumulated sediment that exceeds 20% Pipe cleaned/flushed so that it matches Sediment of the design depth. design. Not Discharging Visual evidence of water discharging at Trench must be redesigned or rebuilt to Water Properly concentrated points along trench (normal standard. condition is a "sheet flow"of water along trench). Intent is to prevent erosion damage. Perforations Over 1/2 of perforations in pipe are Clean or replace perforated pipe. Plugged plugged with debris and sediment. Water Flows Out Maintenance person observes water Facility must be rebuilt or redesigned to Top of"Distributor' flowing out during any storm less than standards. Catch Basin the design storm or it is causing or appears likely to cause damage. Receiving Area Water in receiving area is causing or has No danger of landslides. Over-Saturated potential of causing landslide problems. Internal: Manhole/Chamber Worn or Damaged Structure dissipating flow deteriorates to Replace structure to design standards. Posts, Baffles, 112 or original size or any concentrated Sides of Chamber worn spot exceeding one square foot which would make structure unsound. Other Defects See 'Catch Basins' Standard No.5 See "Catch Basins' Standard No. 5 NO. 8 - FENCING Maintenance Condltlons When Maintenance Results Expected Component Defect Is Needed When Maintenance is Performed General Missing or Broken Any defect In the fence that permits easy Parts in place to provide adequate Parts entry to a facility. security. Parts broken or missing. Broken or missing parts replaced. Erosion Erosion more than 4 inches high and 12- No opening under the fence that exceeds 18 inches wide permitting an opening 4 inches in height. under a fence. Wire Fences Damaged Parts Posts out of plumb more than 6 inches. Posts plumb to within 1-1/2 inches. Top rails bent more than 6 inches. Top rail free of bends greater than 1 inch. Any part of fence (including posts,top Fence is aligned and meets design rails, and fabric) more than 1 foot out of standards. design alignment. Missing or loose tension wire. Tension wire in place and holding fabric. Missing or loose barbed wire that is Barbed wire in place with less than 3/4- sagging more than 2-1/2 inches between inch sag between posts. posts. Extension arm missing, broken, or bent Extension arm in place with no bends out of shape more than 1-1/2 inches. larger than 3/4 inch. Deteriorated Paint Part or parts that have a rusting or scaling Structurally adequate posts or parts with or Protective condition that has affected structural a uniform protective coating. Coating adequacy. Openings in Fabric Openings in fabric are such that an 8- No openings in fabric. inch-diameter ball could fit through. NO. 9 - GATES Maintenance CondMons When Maintenance Resufts Expected Component Defect Is Needed When Maintenance Is Performed General Damaged or Missing gate or locking devices. Gates and locking devices in place. Missing Members Broken or missing hinges such that gate Hinges Intact and tubed. Gate is working cannot be easily opened and closed by a freely. maintenance person. Gate is out of plumb more than 6 inches Gate is aligned and vertical. and more than 1 foot out of design alignment. Missing stretcher bar, stretcher bands, Stretcher bar, bands, and ties in place. and ties. Openings in Fabric See `Fencing' Standard No. 8 See 'Fencing' Standard No. 8 NO. 10 - CONVEYANCE SYSTEMS (Pipes & Ditches) Maintenance CondMons When Maintenance Results Expected Component Defect Is Needed When Maintenance Is Performed Pipes Sediment& Debris Accumulated sediment that exceeds 20% Pipe cleaned of all sediment and debris. of the diameter of the pipe. Vegetation Vegetation that reduces free movement of All vegetation removed so water flows water through pipes. freely through pipes. Damaged Protective coating is damaged; rust is Pipe repaired or replaced. causing more than 50%deterioration to any part of pipe. Any dent that decreases the cross section Pipe repaired or replaced. area of pipe by more than 20%. Open Ditches Trash &Debris Trash and debris exceeds 1 cubic foot Trash and debris cleared from ditches. per 1,000 square feet of ditch and slopes. Sediment Accumulated sediment that exceeds 20% Ditch cleaned/flushed of all sediment and of the design depth. debris so that it matches design. Vegetation Vegetation that reduces free movement of Water flows freely through ditches. water through ditches. Erosion Damage to See "Ponds' Standard No. 1 See "Ponds" Standard No. i Slopes Rock Lining Out of Maintenance person can see native soil Replace rocks to design standard. Place or Missing (H beneath the rock lining. Applicable) Catch Basins See"Catch Basins' Standard No. 5 See "Catch Basins' Standard No. 5 Debris Barriers See "Debris Barriers" Standard No. 6 See "Debris Barriers" Standard No. 6 (e.g., Trash Rack) NO. 11 - GROUNDS (Landscaping) Maintenance Conditions When Maintenance Results Expected Component Defect Is Needed When Maintenance is Performed General Weeds Weeds growing in more than 20%of the Weeds present In less than 5%of the (Nonpoisonous) landscaped area (trees and shrubs only). landscaped area. Safety Hazard Any presence of poison Ivy or other No poisonous vegetation present In a poisonous vegetation. landscaped area. Trash or Litter Paper, can, bottles,totalling more than 1 Area clear of litter. cubic foot within a landscaped area (trees and shrubs only) of 1,D00 square feet. Trees and Shrubs Damage Limbs or parts of trees or shrubs that are Trees and shrubs with less than 5%of the split or broken which affect more than total foliage with split or broken limbs. 25%of the total foliage of the tree or shrub. Trees or shrubs that have been blown Tree or shrub in place free of injury. down or knocked over. Trees or shrubs which are not adequately Tree or shrub in place and adequately supported or are leaning over,causing supported; remove any dead or diseased exposure of the roots. trees. NO. 12 - ACCESS ROADS/EASEMENTS Maintenance Conditions When Maintenance Results Expected Component Defect Is Needed When Maintenance Is Performed General Trash and Debris Trash and debris exceeds 1 cubic foot Trash and debris cleared from site. per 1,000 square feet, Le.,trash and debris would fill up one standard size garbage can. Blocked Roadway Debris which could damage vehicle tires Roadway free of debris which could (glass or metal). damage tires. Any obstructions which reduce clearance Roadway overhead clear to 14 feet high. above road surface to less than 14 feet. Any obstructions restricting the access to Obstruction removed to allow at least a a 10•to 12-foot width for a distance of 12-foot access. more than 12 feet or any point restricting access to less than a 10-foot width. Road Surface Settlement, When any surface defect exceeds 6 Road surface uniformly smooth with no Potholes, Mush inches in depth and 6 square feet in area. evidence of settlement, potholes, mush Spots, Ruts In general, any surface defect which spots, or ruts. hinders or prevents maintenance access. Vegetation in Road Weeds growing in the road surface that Road surface free of weeds taller than 2 Surface are more than 6 inches tall and less than inches. 6 inches apart within a 400-square-foot area. Shoulders and Erosion Damage Erosion within 1 foot of the roadway more Shoulder free of erosion and matching Ditches than 8 inches wide and 6 inches deep. the surrounding road. Weeds and Brush Weeds and brush exceed 18 inches in Weeds and brush cut to 2 inches in height or hinder maintenance access. height or cleared in such a way as to allow maintenance access. APPENDIX A r- VID\j `� 6`O S,nQln�adwl poL I 11 n Zt'O ) S ,nO1 (1N1tJ Cy ID -A o i��l Y,-D 1-O-D r��`d a •,l�c 1"CC, : t v -Z), _ -7; ZZ Sa-ja(j SI 'Z \roles,-- o�8 t LZ c) -v d aS Ll y� -M Q``n \ -Z, .AA ► S a 9.�o S'�a..� :J -�+ J a�/' ' V•; ,� �✓.x�1 ��T V '► � T�C�� y- S cat►'`o�.� .��1._.1�-.� �1 �� 30 133HS 31V0 A38 31V0 03)ID3HD1 31V0 �T�AB SK6-1bb (90Z) 0ID3rCMd i7 10186 !1M '9111eaS • I I alinS ' any JSJ1J Z>=61 ��, �, ��a 1oQS 173f 'Duff '6uiaaaui6u3 aale/y\asO�j PROJECT 5�C �t�Ro eWater Engineering, Inc. z,o 3 1932 First Ave., Suite 711 • Seattle, WA 98101 PROJEcru (206) 441_9385 BY F1. DATE 7-3-C� CHECKED DATE REV. DATE SHEET OF We �l�te c� Pt V 2-r�ryQ--- CC.O,JA-- So� k-t jis 1 , 3s 9 ? Glkj Z , b I ez. T Y,,\e. o� C.ot,)ce. c ClC �.l�tko com CAT bc>,.,A, RoseWater Engineering, Inc. PR°JECT RROJECTJJ 1932 First Ave., Suite 711 • Seattle, WA 98101 )206) 441-9385 BY��r�'`� DATE 7 CHECKED DATE REV DATE SHEET OF 1 SN Fi _Yf2f T140K/ 1 , 1 ) , -2- = 0-5 X x � _ I * H 12 1 3boJ S Ec, I 5e i t t 3 . 00oo 558'rA6, x 0e -4g(c., c�s +..._ 2.4 1 r N �o 15 1- R X ` O M W - H R IN N Per SGt� �o; r VCy e� �C/c' wi/_._ ..•7Uc/j/ „mot b _ �flr7aGe �� '� �t Uvim , , wobbles ahcl Scone L t• i rCt,r ., / �y �JCle �Gc7nr 2 7 �'n ��r X . 50 4 . rr /h 4. 1 -I S r N-' _ 0. 2,4 2 1 !�O r,,�, ti� ; �1 ice, ► . / I-i 2 r►� �-�le tiJ o o c--, D.`7 6 6 C,-05 -y aVE1:;_� rcLOVv STo2 )qG,1= /Ad 'S�wR1- =S Val 1 O 0.0 1 TDM �v z>38 20o x �ZZz) _ /400 sF= E�L-t=v 2-8? 30o x �'Z� t 7p ,c rb i� - 3 ZS_O F - �LEV 290 400 x cam' + 1�o X r2�� _ 6 D �� H m O H Infiltration Cation Exchange Effective H y H H Tcxturc Rate Capacity Water Capacity Hydrologic I M Class Hydrologic (milliequivalents/ (inches per Soil Group t r 90 (inches/hr.) 100 grams) inch) ►' E Coarse Sands or Cobbles 20.00 <5.0 -- A In y O O ' Sand 8.27 <5.0 0.35 A ~ '' M FS/F7. 'b x Loamy Send p.pp�r� 41 r� 5.0 0.31 A 1O H H H Sandy Loam 1.02 >5.0 0.25 B „ I tj Loam 0.52 >5.0 0.19 B t" C: m ID t' to Silt Loam 0.27 >5.0 0.17 C 0 ^7 I'- O W a Sandy Clay Loam 0.17 >5.0 0.14 C to to Clay Loam 0.09 >5.0 0.14 D M M r• ,ti Silly Clay Loam 0.06 >5.0 0.11 D A C n Sandy Clay 0.05 >5.0 0.09 D 1< H Silly Clay 0.04 >5.0 0.09 D En En O r• C Clay 0.02 >5.0 0.08 D d H 00 MM Source(except for cation exchange capacity): Rawls, Brakensiek,and Saxton, 1982(16) X y rt lA H � n x yC Cation exchange capacity values are estimated from Buckman and Brady, 1969,(23) N h0 • K %D N Date \ Soil Type USDA SOLI COOSA. uoct (o-J &-Ove-, Gro�Q\L� &,ter"4 Lw-.Investigator(s) Location 5e-c-too..) Landform Parent Material lilac�o OU�wc.s� Landscape Shape Fla.`s Landscape Position Slope less Vegetation Fly - p,Ne— 4 Present Use Wo0aeoK Horizons, Depth, Color, Color, Texture Gravel Structure Consistence Boundary Other Profile matrix mottles E d, m, & w Sketch ,,,�I e s d, m r,-, I Goo-on O F 1'1 1 t i r. rl CoLO(Z 'SA>�D`1 iJfZA�Jv.�.A� �Z t cd VAIZIAT1ptit LOAr— oL-J.- VZOo 3Ae�y AS A RESuCT VER`1 6 t.>/EL c� OF DEPOSIT rm LDA -I SAi)1�, SO /o S I"CLE -Ep C�21'cIr`J 11 VCR`t C Rt\\0 C1 4�/I CO3U 1-`1 LoArn-) . 5yr.1fl U bottoms re,d� Sa. ¢ o S SI�rJpy GRAOi..LArZ Sa ` as Rooc abo�4 Lonr� 0�10 e.c DEPTvA 36 I/ER`1 C�RA\JEc e ��, SO 4 Lott�t SN-/ G(ZAIV VERLI &RA-kt 030w R, l-o P. C�ZAa��p.R RooT DE P�N II VER.•l (,RI\\)(_1 $ LnwA'l SNIJD SIN 6Lt (C> %L Ll (G Rii1Kj LI g" (,VLAvELL`j CoAR.S E I SAN o" t --_"_—.....�.` .wrc„pYr.♦Y.MMr„w-v•cY••RrNra•++..uc..r,... _ MASON COUNT), WASHINGTO\ 25 Everett gravelly loamy sand, 5 to 15 percent slopes 'I•he sul►soil is a light-brown, very gravelly loamy sand. (Eel—This soil is similar to Everett gr:lyelly lo:unv sand, It is loose, is single grained, and contains no shot. :fit ( to 5 percent slopes, but its profile Is more yariallle and depths ranging from 24 to 32 inches, the subsoil grades the thicknesses of the surface soil and subsoil are slight)) clom nsultis colors are rIam of y, ayish brow i,yellowish brow and sand. n, less. , and light brown. I►iuell of the gravel Is highly stained Voe and. suitabililit.—I ractically all of this soil is in �vitll nearly black and reddish-brown material In places trees and brush. Its best use is for Christmas trees. This soil is in cap. subclass VIs and in site class 5 for tthe upper pte r 24 inches of the substratum is compact or weakly Douglas-fir. Included with this soil are about 250 acres occurring Everett gravelly loamy sand, 15 to 30 percent slopes on went] slo�inR fans colhlvial slopes, and terraces. (Ef):—Lxcel►t for slopes, this soul is similar s. Everett The parent rt mate al of�the included soils is a mixture gravelly loamy sand, 5 to 15 percent slopes. Profile 1 greatly from place to place, es1>e- (if locall basic Igneous rocl: and mixed g)rtive]1y•lsendy characteristics vary The profile is similar to that of (:c1 t, cial]y oil the steelxr slopes. lo;ull U to 5 percent Slopes, but it differs Ili being broNvil Use aau7 sidlabd tJ.—All of this soil is in trees and and vellowisll brown, more variable in texture and in brush, "MI its lest Ilse is forestry. It. is in site class o for I>ou;►1:►s-fir :uul in c:►pability subclass VIs. do rree of stratification, :uu1 in contuinili- much :ulrular ;uul sub:uir, cruvel. c;RAVI;t, 1•lr This soil is strongly to medium acid and less acid with This Iniseellane(lus 11u1(1 t•vpe c.Ousists of open pits from pe.innc:d.)ilityf Surface thcnooili and 'tiles Very osmo thutalpugrase of l]Ib y rapid which tl►c soil "I'd ulul(•rlyiu;; n111tei•n►l 1111ve I)eell exca- 1 voted. The pits are about, 1 t�, 5 acres in sirs. and lac Ii � r111(7. .lcitahij.ty:Except for :1 very small acreage sho��'u on the soil map by the letter syinbol Ga. Pits in f:u•i11s producing Ina•inly fur the farm household, this smaller than 1 a.cre.are s)lowu on the map by* conventional soil is ill forest, :1 use fur which it. is l>est, suited. I3e- sti*mbols. Most, -ravel pits are in soils of the I;ycrcl.t, cause of droughtiness and ]ow fertility, it is not suitable Grove, sold Curst.airs series. The excai.vat,od 1I'll- 'clly for hay or pasture. In suitability, this soil is similar to material has been used mainly- for road const.ructto". the Everett gravelly sandy loam, U i.o 5 percent slopes, except tl►at. It ism classes 3 and 4 for Douglas-fir, GROVE SERIES 1). ly bec:111se of the higher rainfall. !areas ill y01111!" of Somewhat excessively 1)cnlglas-fir :►re managed for Christm:s trees. The soil The Grove series consists drained, reddish-brown gravelly soils. It occupies the is in capability subclass VIs. large glacial outwAsll plains. The Grove soils have de- Grove gravelly sandy loam, 5 to 15 percent slopes velolxd iron► \"Ashen -rlac�ial drift, modified colisidel•ab1\' (Gk).—In places the surface soil and Sul.►soil ()f this soil arc ��i:1vc11y sandy by inclusions of loco l,as;►ltic reel: and mixed nvderi:ll :; to G incl►es thiuncr th:ul those of Grove „ from the Olympic: 'Mountain glaciers. The r;linf:ill loam, 0 to 5 percent, slopes. rail_►es froiu GU to 11►u il►ches a y'e:u•. 'I•he vegetation is (I,.c and ,uitubili�ty.—The use of this soil is similar s. contferuus forest, m-ith an 1u►derstory do)rlilimed by the: that. of (711•O\•C uravelly Sandi. loam, 0 to 5 percent. slopes. lower ",rowinu mo>sc•s, kilulil(inuirlc, :u1d snuwl,el'i'y, and Like I],at soil, it, is bast suited to forestry. The soil is u1 these nosed with huckleberry. salal. :111(1 0regoll ,�1'aPe. capability subclass VIs; it is in site classes 4 and 5 for The <lron�hl-resist:ull ni;ulr.:ulit:l is especially coinnioli I)on,*la -fir. on the Cirove soils. The cover is nut so profuse nor so Grove gravelly sandy loam, 15 to 30 percent slopes rani: as Iha( on the adjacent Shelton :old IIuodsp0l•t (Gin).—This soil occupies the slopes bordering on teri:uc soils. Lou�m(I auras restock siml]v to I)Ouulas-fir. ;old fronts. some pure stands of lod-epule pine are oil these soils. The profile is similar tothat of Grove gravelly sandy T]►c Grove �oi1� occur in tile ��eSt ern part. of the 1o:uu, a to 5 l,ercetit, slopes; except, that depths to the cowtty, in associalioll with the 1lelton :Mien Ifoodsport gr;►vel ;1nd said of the substratlnn range from 1S to 1(► crrayel in the nofile also varies soils. Grove soils differ from the Ei-eret.t. soils farther niches. The Amount, of f. ] -: east in their parent material and in Lavin- redder stir- greatly from place to place. Surface runoff• is more face soil .111d subsoil. rapid than from Grove soils baying slopes Of Jess th:ui Grove gravelly sandy loam, 0 to 5 percent slopes 1.5 percent. (Gh).— hts sot uccuples near r even .outl�ash plains. Use �)ul. sui,tu- This—'This soil is suitable only for In forested areas there is a 1- to 2-inch layer of forest l►ec:nlse of its slopes, droughtiness, and ]ow fer- needles, leaves, twigs, roots, and moss. The low"' part tility. This soil is In capability subclass VIs and in site is moderately decomposed and very' dark grayish brown. class 4 for Douglas-fir. The surfuc.c soil consists of i•ecldish-brown, gravelly Grove gravelly sandy loam, 30 to 43 percent slopes sandy loam, G inches thick. It is very friable• is single IGn►.--\lost of this soil Occurs on short, steep slopes and grained,and contains a ce fronts few sntall,round shot. The upper in rough areas hord?iii;elly ilsandy ]o.•1in leys or •115 to 30 pe from Grove part of this layer contains a few firm, irregular; more differs L ces reciclis)i :1gCteuates. The next layer extends to depths cent slopes, in slopes and topob apli)'• In aciclition, the ranging from 12 to 1.1 inches. It. is similar tness'sh otrand ]c•ssface ttihan 1,2 fuel eSr1�um c' ul►els iG�ncrt a st 1iiThefsui� soil,except that it is more gravelly,contanis] , ' the gravel is stained and coated with dark reddish-brown face cee of soil lgand subsoil normally contain 50 percent or h fine material. l . 124 123 122 121 120 119 118 ll] 49 _ —,pia Is su un ,1« s1 I S 25 25 a • • •wne« «nsmn ■ x x r xu _ nu a unnnn!+ Is u!u Isuu a-fsu unfasls �N 1f. � r « 4. n , , « I 1 s, Is t i « « 12 u n + 1 Lu :,I� • y3 x 20 dor s 1/ 14 1 x + . 2 04 Pill+ _01 GA 25 q n .>t x 15 a u t s, IO I I/ , ) le \ fRIDaY HARBOR � FUftl SIA ILLY � jQ `) S i� I An ,k . os �'° IRU 15 I, 10 16 x , 1 14 \a 14 4 kW4 _ — fs 1J+35 302520 51e1 I 3 RR 1 I s s u1Nt 1'.448y ,S — - 1--- -t I , 25 s r 15 � � �+ �1'•, �1 { 15�'!, I ' I r+urn yl 1 NFuRI 2 1 f I.. 4` u F 4,.o S + V \ s l! --� .U01 SSA 10 v�0/ pM. 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MKES National Weather Service,Office o/Hydrology IN TENTHS OF AN INCH Prepared for U.S.Department of Aliculture, Soil Conservation Service,Engineer ng Division J 124 123 122 121 120 119 118 117 119 117 124 123 1 118 49 ----- --- -- -- - -- - — -- - - ----- -41 s a let s ,40 5auis as3 30 _ Is 18 if is x x r2 n a x mx xx xa 21 „x 2126 / \ a 21 MWL. tS it t �+ 71 s n S 6 ` 35 � ° urvtAlN• ! 26 tf ' 2l M ,, s l 30, I+l l• Y f ss • V C• b9 I• t n , 11 ,30 n18 �1 f 2/ / t ¢ 2t 83 1 I I RIUAY IIANilUk r P- I.IANIEY 'I 'V \ 30 1 1 ra I s 1 • f n tf l eD 25f� 26 ; 21 111 22 22 I • JO 0 66 22 12_� ll`� -� a 50 ++� ss 35 25 Y55 14 t 21 I Y t�t I� L _ 1 tf • �65 20 60 5 SQry 0 35 ` (,s 0 „ fe » 35 1 0 t r I¢ 20 gtlNt t 21 1B 1 b �C 4 8Fj _ a 6 10 '•1t 25 30 s. 35 s 2 11 �6 11 f 'Ti 1 1 J '�tr.ui,:• ppV.Nl•tsNl •+22 / 15 15 t r -35 t 1 n • 55 JO 1 f I20 kl 10 60 I35s SS "(4SSA 100 L `I" t' �� 10 fs 1 •L PNI<�11 —--— 1 60 90 S 3 �s to to • \— I-— —+— — 5S1, f S I r I s 55 s 1,•cni i I ,1 10 i3 I.;,vr.i:• 1 FI . 1 25 1 I I _ - --- _ 47 4 7 � —T 5{ /4< Is Is 3 — ` � s •'Ab1 uI rlf - �i-_ f r-- 201 Is .� 65 351 NI ,;I .� • is 65 •�i`i 1V NNl 11 / Ia1 30 50 i 11 ( 1 ss x ' YAh I ��I I/ Y~� t 22 1 1 s 6 5 Irq 70 65 ' — � t' 6 n 10 p SS t4hP ryiytil6 � rl2 i yF I51 •85 x + _215_ w= AL 46 46 ' S + 1 i _+'- - --- - - — - s --� . 6 35 IsS /IiK KI IUN iv APP GOLDENDN t WASHINGTON 7 i SALMON'//i lY'Ah 5 NOAA ATLAS 2,Volume IX 6 ' S 11 10 0 10 20 30 10 35\ / Prepared by U.S.Department of C mmerce Figure 28 5 National Oceanic andAtmospheric dministralion MILES ISOPLUVIALS F 25-YR 24-HR PRECIPIT TION 40 3 0 National Weather ndService,011itto Hydrology --T'-- IN TENTHS OF N INCH Prepared for U.S.Department in A ricng Division Scil Conservation Service,Enginee ng Division ' I -- - 118 117 124 - - - 123 --- — 122 121 120 124 123 122 121 !20 119 118 117 0 5505 ito_—80 9L10 s s s s r435 22 r f 30 u 2 sil r 1 10 I \ IS '� ° .•^t � cls /0 , �S A,tr.; 28 ' � 1J 2 1 ( GA _ — 1 s l3D \ fRIVA) if JN Vt, dl� 9�s r 2� 1 0. sl 3 1 IT :I hC;RI SIAN, t � ' �15 2 70 0 S IT 1 Kl.n n3 t�3Y 7 11 b 1 21 t 7 Pf f, (. r:I.. 1075 T t 70 6 w5e50/S 3025 I 2� i 55 I w 2 22 J 10]5 �2 ? 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Soil Conservation Service,Engineer ng Division 124 123 122 121 120 — 119— 118 II/ — 7/ 7/y4 RoseWater Engineering, liju pa} e 1 WSDOT SHELTON SECTION FACILITY Final Design DOE Infiltration Rates SUMMARY -SASI -III N7�i�lE�'Pe�Y�a�`-Storm --- SBUH METHODOLOGY TOTAL AREA. . . . . . . : 2. 15 Acres BASEFLOWS : 0. 00 cfs --R-A i-N FA-LTL--T'YPE. TYPF I A P E-RV 11)UfiS -R A PRECIPITATION. . . . : 6. 50 inches AREA. . : 1 . 17 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 84. 00 N . . . . . . ? M PE RVI-0 US-A-R E A ABSTRACTION COEFF: 0. 20 AREA. . : 0 . 98 Acres CN. . . . . 98. 00 ----TcReach-----Sheet----L: 180 . 00--ns:-O-4000- p2yr.- :50 -s-: 0. 01-00 -- ---�- TcReach - Channel L: 490 . 00 kc: 17 . 00 s : 0. 0100 PEAK RATE : 1 . 74 efs VOL: 0 . 97 Ac-ft TIME : 490 min ------BASIN ID: - N100 - NAME: Hundred Year Storm - SBUH METHODOLOGY TOTAL AREA. . . . . . . : 2. 15 Acres BASEFLOWS: 0. 00 cfs ---R-A+NF-A-L-L-T-YPE.-.-;--:--------TYPE I-A----- PERV-IOU-S--AREA -_-- PRECIPITATION. . . . 9. 00 inches AREA. . : 1 . 17 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 84. 00 TI-ME-OF-CONC._.__......_�__...43 :_04- min IMPERVIOUS AREA ABSTRACTION COEFF: 0 . 20 AREA. . : 0 . 98 Acres CN. . . . . 98. 00 TcReach--Sheet- L: 180.00--ns: 0 . 4000 p2yr:- 4.-50 s : 0 . 0100 TcReach - Channel L: 490. 00 kc: 17 . 00 s : 0 . 0100 PEAK RATE : 2 . 54 cfs VOL: 1 . 40 Ac-ft TIME : 490 min BASIN ID: - N2 NAME: Two Year Storm- SBUH METHODOLOGY TOTAL AREA. . . . . . . : 2 . 15 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE.. . . . . TYPEIA PERVIOUS AREA PRECIPITATION. . . . : 4 . 50 inches AREA. . : 1 . 17 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 84. 00 TIME OF CONC. . .-. : 43 . 04-min IMPERVIOUS AREA ABSTRACTION COEFF: 0 . 20 AREA. . : 0 . 98 Acres CN. . . . . 98. 00 -TcReach ---Sheet L : 180:00 ns : 0. 4000 p2yr: 4. 50 s: 0. 0100 TcReach - Channel L : 490 . 00 kc: 17 . 00 s : 0. 0100 PEAK RATE: 1 . 11 cfs VOL: 0 . 62 Ac-ft TIME : 490 min 7/ 7/94 RoseWater Engineering, Inc page 2 WSDOT SHELTON SECTION FACILITY Final Design DOE Infiltration Rates BASIN SUMMARY BASIN ID : N25 NAME: Twentyfive Year Storm SBUH METHODOLOGY --'TOTAL---AREA: BASEFLOWS :- c f s --- RAINFALL TYPE . . . . : TYPElA PERVIOUS AREA PRECIPITATION. . . . : 7 . 50 inches AREA. . : 1 . 17 Acres -TIME-._INTERVAL .---.- --_ 10:00 min-- CN 84 . 00-- TIME OF CONC . . . . . : 43 . 04 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 . 20 AREA. . : 0 . 98 Acres CN. : 98. 00 - ----- TcReach - Sheet L: 180 . 00 ns : 0 . 4000 p2yr: 4 . 50 s : 0 . 0100 TcReach - Channel L: 490 . 00 kc: 17 . 00 s : 0 . 0100 PEAK RATE : - 2 . 06 cfs VOL: - -_ 1 . 14---Ac--ft -TIME : 490 min - --- - --- - BASIN ID : S10 NAME : Ten Year Storm SBUH METHODOLOGY TOTAL AREA . . . . . . . : 3. 36 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYFEIA PERVIOUS AREA PRECIPITATION. . . . : 6. 50 inches AREA. . : 1 . 35 Acres TIME INTERVAL . . . . . 10 . 00 min CN. . . . . 87 . 00 TIME OF CONC . . . . . : 6. 51 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 . 20 AREA. . : 2 . 01 Acres CN. . . . . 98. 00 TcReach - Sheet L: 200 . 00 ns : 0 . 0110 p2yr: 4 . 50 s : 0 .-0200 TcReach - Shallow L: 90 . 00 ks : 11 . 00 s : 0 . 0110 TcReach - Channel L: 350 . 00 kc : 17 . 00 s : 0 . 0100 PEAK RATE : 4 . 30 cfs VOL: 1 . 61 Ac-ft TIME : 480 min BASIN ID : 5100 NAME : Hundred year storm SBUH METHODOLOGY TOTAL AREA. . . . . . . . 3 . 36 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPEIA PERVIOUS AREA PRECIPITATION. . . . . 9. 00 inches AREA. . : 1 . 35 Acres TIME INTERVAL . . . . : 10. 00 min CN. . . . : 87 . 00 TIME OF CONC . . . . . . 6. 51 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 . 20 AREA. . : 2 . 01 Acres -- - CN. . . . . 98. 00 TcReach - Sheet L: 200 . 00 ns : 0 . 0110 p2yr: 4 . 50 s : 0 . 0200 TcReach - Shallow L: 90 . 00 ks : 11 . 00 s : 0 . 0110 - --TcReach. - Channel L: 350 . 00 kc : 17 . 00 s : 0 . 0100 - PEAK RATE : 6. .12 cfs VOL: 2 . 30 Ac-- f't. TIME : 480 min 7/ 7/94 RoseWater Engineering, Inc page 3 WSDOT SHELTON SECTION FACILITY Final Design DOE Infiltration Rates BASIN SUMMARY BASIN ID: S2 NAME: Two Year Storm SBUH METHODOLOGY -----TO TA-L AIR . . . . . . . . 33. 6 Acres-B'A STEFLOW`S-:-O-0 0 c s RAINFALL TYPE . . . . : TYPElA PERVIOUS AREA PRECIPITATION. . . . : 4. 50 inches AREA. . : 1 . 35 Acres _ ---T-TME-TNTER'VAL. . . . . -0 U0 min . . . . . 87.00 TIME OF CONC. . . . . : 6. 51 min IMPERVIOUS AREA ABSTRACTION COEFF: 0. 20 AREA. . : 2 . 01 Acres -- --- -- ----- C N: . . . : 8: 0-0- TcReach - Sheet L: 200. 00 ns : 0 . 0110 p2yr: 4. 50 s : 0 . 0200 TcReach - Shallow L: 90. 00 ks: 11 . 00 s : 0. 0110 PEAK RATE: 2 . 85 cfs VOL: 1 . 06 Ac-ft TIME: 480 min BASIN ID: S25 NAME: Twentyfive Year Storm SBUH METHODOLOGY ---TOTAL AREAS:: : -. :-- - - A-cres BASE FLOWS:----O:DO cfs- RAINFALL TYPE . . . . : TYPElA PERVIOUS AREA PRECIPITATION. . . . : 7. 50 inches AREA. . : 1 . 35 Acres TIME--INTERVAL- 10 . 00- min-- CN. 87. 00 TIME OF CONC. . . . . : 6. 51 min IMPERVIOUS AREA ABSTRACTION COEFF: 0. 20 AREA. . : 2 . 01 Acres --------- - --- _.. - .- - - - - -C N: -------9 8. 0 0 ----------- -------------- -- - - TcReach - Sheet L: 200 . 00 ns : 0 . 0110 p2yr: • 4. 50s : 0 . 0200 TcReach - Shallow L: 90 . 00 ks : 11 . 00 s : 0. 0110 -TcReach - Channel -L: 350 -00-kc: 17. 00 s : 0�0100_--- PEAK RATE: 5 . 03 cfs VOL: 1 . 89 Ac-ft TIME: 480 min 7/ 7/94 RoseWater Engineering, Inc page 4 WSD OT SHELTON SECTION FACILITY Final Design DOE Infiltration Rates ________________________ `=_______-_-_------------------_---- - HYDROGRAPH SUMMARY -- -PEA -O= HYD RUNOFF OF OF Contrib NUM RATE PEAK HYDRO Area - c s min. cf-AcPt Acres 1 1 . 107 490 27131 cf 2 . 15 N Z--- - ---- 2 : 848 480------46298 -�f --- - 3-36- 3 3 . 926 480 73429 cf 5 . 51 % 5 1 . 089 680 73429 cf 5 . 51 6 .-7-4-0--4-9-0 --4 Z D-98—c f----- - -Z.1-6- IA;,/ to 7 4 . 302 480 70173 cf 3 . 36 '�' i �= r 8 6. 004 480 112266 cf 5 . 51 �� - - -_10 . . _ 1 2 8 9 ---- 8 0]D--------11-22 6 6 c f 5 _51_- - 11 2 . 059 490 49682 cf 2 . 15 N Z 12 5 . 028 480 82200 cf 3 . 36 -Z- `-.- - 13 - 7 . 045 480- - 131882 c f 5 . 5-1 r k 15 1 . 395 810 131882 cf 5 . 51 16 2 . 539 490 61142 cf 2 . 15 ---- 17 6. 115 _ 480-- -1-00304_ cf 3 . 36 `, 10t:D r 18 8. 606 480 161446 cf 5 . 51 <-- C) ,-..� 19 1 . 564 980 161446 cf 5 . 51 7/ 7/94 RoseWater Engineering, Inc page 5 WSDOT SHELTON SECTION FACILITY Final Design DOE Infiltration Rates STORAGE STRUCTURE LIST TRAPEZOIDAL BASIN * ID No. INF Description : Infiltration Pond in SW corner Length -----Y 2 0 .-D O--f t-.-- -W i d t ti:-- -8 0:0 0- f t--- --"------ - ---- — - Side Slope 1 : 3 Side Slope 3 : 3 Side Slope 2 : 3 Side Slope 4 : 3 - ---------- - -------------- ---------------- 7/ 7/94 RoseWnter Engineering, Inc page 6 WSDOT SHELTON SECTION FACILITY Final Design DOE Infiltration Rates STAGE STORAGE TABLE TRAPEZOIDAL BASIN ID No. INF Description: Infiltration Pond in SW corner Length: - 120.00-ft-__.-Widt11:.... ..._. 80.00-ft:----- -- --_. .----------- - ---- ----- - Side Slope 1: 3 Side Slope 3: 3 Side Slope 2: 3 Side Slope 4: 3 -Infiltration"Rate:.._--14'.51--Min-/indh -. _... .. -- - --------- - - - - - -- -- -- --- - STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> (ft) ---cf--- --Ac-Ft- (ft) ---ct--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- 285.80 0.0000 0.0000 287.90 22917 0.5261 290.00 51793 1. 1890 292. 10 87295 2.0040 285.90 966.01 0.0222 288.00 24162 0.5544 290. 10 53328 1.2242 292.20 89162 2.0469 0446-----288.-10---25400-0-5831-290.-20---54878---1.2598--292730-71U46 2.09 01 286.10 2934 0.0674 288.20 26662 0.6121 290.30 56444 1.2958 292.40 92946 2. 1337 286.20 3937 0.0904 288.30 27938 0.6414 290.40 58024 1.3320 292.60 94863 2. 1778 286-.30---4952---0.. 1137-----288.40 29227-0.-6710'---' 290.-50- - 59620--1.3687-292.60---95797-Z.222Z ------ --- -- 286.40 5979 0. 1372 288.50 30530 0.7009 290.60 61231 1.4057 292.70 98748 2.2669 286.50 7018 0. 1611 288.60 31847 0.7311 290.70 62868 1.4430 292.80 100716 2.3121 - -- - - - - 286-60--8070-0:1853---288.70- -33179--0.-7617 --- 290:80- - 64500 ' 1.480?--292-90-102701273577- 286.70 9135 0.2097 288.80 34524 0.7926 290.90 66158 1.5188 293.00 104703 2.4036 286.80 10212 0.2344 288.90 35883 0.8238 291.00 67831 1.5572 293. 10 106722 2.4500 286.90---11302-0:2595--289.00- 37257--0-8553--291:-10-- 69521 -.-1-.5960--... 293.20-108759-Z-4968- -- ------ 287.00 12405 0.2848 289. 10 38645 0.8872 291.20 71226 1.6351 293.30 110813 2.5439 287. 10 13520 0.3104 289.20 40048 0.9194 291.30 72947 1.6746 293.40 112884 2.5915 287.20- -14649-0:3363--- -289.30 41465--0.-9519--- 291-:40_. -74683- -1.7145----293:50---11497Z-Z:6394 - ---- 287.30 15791 0.3625 289.40 42896 0.9848 291.50 76436 1.7547 293.60 117079 2.6878 287.40 16945 0.3890 289.50 44342 1.0179 291.60 78205 1.7953 293.70 119202 2.7365 287.50 ---18113--0.4158 -.. 289.60 45802 - 1.-0515' - 291.70-- --79991 ---1 :8363 - -293.-80- -21-344 -1.796T_ 287.60 19294 0.4429 289.70 47278 1.0853 291.80 81792 1.8777 293.90 123503 2.8352 287.70 20488 0.4703 289.80 48768 1. 1196 291.90 83610 1.9194 294.00 125680 2.8852 _.___..287-80---21696-0:4981-289.90-------5 0 27 3`1-1541---292.-00-_'-85444-""1:9615 _........__ - I 7/ 7/94 RoseWater Engineering, Inc page 7 WSDOT SHELTON SECTION FACILITY Final Design DOE Infiltration Rates _ ---------------------------- STAGE STORAGE TABLE Infiltration Rating Curve for Storage Struct INF - - -- ---STAGE-'-t=INFILTRATION=>---" STAGE--""C=INFILTRATION=T-- -STAGfi--Z=INFILTRATION-T STAGE <-INFILTRATION-> (ft) ---cfs-- ------- (ft) ---cfs-- ----- - ft ---cfs-- --- - ---0-9189'--------- 287.90 1: 1892---"--_ 290700_ 285.90 0.9311 288.00 1.2029 290. 10 1.5067 292.20 1.8426 286.00 0.9433 288. 10 1.2166 290.20 1.5220 292.30 1.8594 288.-10--0.-9656---- ---- 288.20 -1-.2304- -"---- 290-:-30-- --l-:5373- - 286.20 0.9679 288.30 1.2443 290.40 1.5527 292.50 1.8932 286.30 0.9804 288.40 1.2583 290.50 1.5682 292.60 1.9102 _ _ _.__...•288:40 -0:-9929 ----- 288.50"""" --1:2723--"----290�0--`1-b838 ----"23�:76-I?�$ 286.50 1 .0054 288.60 1.2864 290.70 1.5994 292.80 1.9444 286.60 1.0181 288.70 1.3006 290.80 1.6151 292.90 1.9617 . _ ._._-_ -70---1-0308-- - 288:80 --1--3148 -290-'90---1-6309--`----293�0-h373 286.80 1.0436 288.90 1.3292 291.00 1.6467 293. 10 1.9963 286.90 1.0565 289.00 1.3435 291.10 1.6626 293.20 2.0138 -- -- - --- 87:00 -- 1:0894-------. 289: 10 ---1:3580"--- _..-----._._291-Z0- -1-.6786----- 287. 10 1.0824 289.20 1.3726 291.30 1.6947 293.40 2.0489 287.20 1.0955 289.30 1.3872 291.40 1.7108 293.50 2.0666 _ 287:30---1- 1087-.. -- .._.. 289.40 1.4019---- .... 291.50-. ._.1-:7271--- 287.40 1. 1219 289.50 1.4166 291.60 1.7433 293.70 2. 1021 287.50 1. 1352 289.60 1.4314 291.70 1.7597 293.80 2. 1200 287.60 ._ 1.-1486------..-._...--289.70 1:"4464- -_ -- - _291:SO—-1-7761-- ------ 29a 96-27.1579 - 287.70 1.1621 289.80 1.4613 291.90 1.7926 294.00 2. 1560 287.80 1. 1756 289.90 1.4764 292.00 1.8092 7/ 7/94 RoseWuLer En+;inceritill, Inc pale 8 WSDOT SHELTON SECTION FACILITY Final Design DOE Infiltration Rates DISCHARGE STRUCTURE LIST BROAD CRESTED WEIR ID No. WEIR Description: Overflow Spillway c 0. 00 --.. __ -------Weir leiigth: 10.0000 ft: El: 290.60 ft. Weir Increm: 0. 10 STAGE DISCHARGE TABLE BROAD CRESTED WEIR ID No. WEIR Description: Overflow Spillway cd: 0:6000--_. E1: 290.60 ft. Weir Increm: 0.10 STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---cfs-- ------- (ft) ---Cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- 290.60 0.0000 291.00 1.5179 291.40 4.2933 291.80 7.8872 290.70 0. 1897r 291. 10 2. 1213 291.50 5. 1229 291.90 8.8934 --- ------290.80-0-5367- -- - --291`:20 ---2-:7885 29T-60- 6:0000 - -- 292 290.90 0.9859 291.30 3.5140 291.70 6.9221 ---------------- LEVEI, POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> STORAGE <----------DESCRIPTION---------> (cfs) (cfs) --id- --id- <--STAGE> id VOL (cf) 2 Year Storm . . . . . . . . . . . . . . . . . 0.00 3.93 INF WEIR 287. 15 5 14115.48 10 Year Storm . . . . . . . . . . . . . . . . 0.00 6.00 INF WEIR 288.62 10 32115.88 -: . . . . . - 0.00- 7;05-_- INF - WEIR—-289.-35 •15 42223.22 -- 100 Year Storm . . . . . . . . . . . . . . . 0.00 8.61 INF WEIR 290.47 19 59176.43 I i oa z 'i W a a i C�r�� Engineering,' �"`' /��_ �vczu_/ no Inc..,_ pmOJscr/1 /932F)rst Avc, Suite 7)) ° Seattle, VVA98/O) --------�� o�____ (206) 441-9385 "`'-��---�-- �~'"-^�==+�-�- -------- REV.----_-_---DATE--_-----_-SHEET -_--_--_-_ op-__---_- \ 0-7 VC jo or � � � WSDOT SHELTON SECTION FACILITY Final Design DOE Infiltration Rates BASIN SUMMARY BASIN ID : NWQ NAME: WATER QUALITY SBUH METHODOLOGY TOTAI, AREA. . . . . . . : 1 . 67 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERVIOUS AREA PRECIPITATION. . . . : 2. 88 inches AREA. . : 1 . 17 Acres TIME INTERVAL . . . . : 10 . 00 min CN. . . . : 86. 00 TIME OF CONC . . . . . : 43 . 04 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 . 20 AREA . . : 0 . 98 Acres CN. . . . . 98. 00 TcReach - Sheet L: 180 . 00 ns : 0 . 4000 p2yr: 4 . 50 s : 0 . 0100 TcReach - Channel L: 490 . 00 kc : 17 . 00 s : 0 . 0100 PEAK RATE : 0 . 65 cfs VOL: 0 . 37 Ac-ft TIME : 490 min BASIN ID : SWQ NAME: WATER QUALITY STORM SBUH METHODOLOGY TOTAL AREA . . . . . . . : 2 . 50 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERVIOUS AREA PRECIPITATION. . . . : 6. 50 inches AREA . . : 0 . 87 Acres TIME INTERVAL . . . . . 10 . 00 min CN. . . . : 89 . 00 TIME OF CONC . . . . . : 6. 51 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 . 20 AREA. . , 1 . 63 Acres CN. . . . . 98 . 00 TcReach Sheet L: 200 . 00 ns : 0 . 0110 p2yr : 4 . 50 s : 0 . 0200 TcReach - Shallow L: 90 . 00 ks : 11 . 00 s : 0 . 0110 TcReach - Channel. L: 350 . 00 kc : 17 . 00 s : 0 . 0100 PEAK RATE : 3 . 27 cfs VOL: 1 . 23 Ac-ft TIME : 480 min Trapezoidal Channel Analysis & Design Open Channel - Uniform flow Worksheet NHme: SHELTON SFCT. FAC . Comment : NORTH BIOSWALE WO DESIGN Solve For Bottom Width Given Input Data: Left Side Slope. . 3 . 00 : 1 (H: V ) Right Side Slope . 3 . 00 : 1 (H: V) Manning' s n. . . . . . 0 . 070 Channel Slope. . . . 0 . 0100 ft/ft Depth. . . . . . . . . . . . 0 . 42 ft Discharge. . . . . . . . 0 . 65 efs Computed Results : Bottom Width. . . . 0. 62 ft Velocity. . . . . . . . . 0 . 82 fps Flow Area. . . . . . . . 0. 79 sf Flow Top Width. . . 3 . 14 ft Wetted Perimeter. 3. 28 ft Critical Depth. . . 0 . 23 ft Critical Slope. . . 0. 1414 ft/ft Froude Number. . . . 0 . 29 ( flow is Suberitical ) Open Channel Flow Module, Version 3. 21 (c) 1990 Haestad Methods , Inc. * 37 Brookside Rd * Waterbury, Ct 06708 Trapezoidal Channel Analysis & Design Open Channel - Uniform flow Worksheet. Name : SHELTON SECT . FAC . Comment : NORTH BIOSWALE 1.00 YR DESIGN Solve For Depth Given Input Data: Bottom Width. . . . . 2 . 00 ft Left Side Slope. . 3 . 00 : 1 (H: V ) Right Side Slope. 3 . 00 : 1 (H: V ) Manning' s n. . . . . . 0 . 033 Channel Slope. . . . 0 . 0100 ft/ft Discharge. . . . . . . . 2 . 54 efs Computed Results : Depth. . . . . . . . . . . . 0 . 40 ft Velocity. . . . . . . . . 1 . 95 fps Flow Area. . . . . . . . 1 . 30 sf Flow Top Width. . . 4. 43 ft Wetted Perimeter. 4 . 56 ft Critical Depth. . . 0 . 31 ft Critical Slope. . . 0 . 0266 ft/ft Froude Number. . . . 0 . 63 (flow is Subcritical ) Open Channel Flow Module, Version 3. 21 (c) 1990 Haestad Methods , Inca * 37 Brookside Rd * Waterbury, Ct 06708 Trapezoidal Channel Analysis & Design Open Channel - Uniform flow Worksheet Name : SHELTON SECT . FAC . Comment : SOUTH BIOSWALE WQ DESIGN Solve For Bottom Width Given Input Data: Left Side Slope. . 3 . 00 : 1 (H: V) Right Side Slope. 3 . 00 : 1 (H: V) Mann:ing' s n . . . . . . 0 . 070 Channel. Slope . . . . 0 . 0100 ft/ft Depth. . . . . . . . . . . . 0 . 42 ft Discharge. . . . . . . . 3 . 27 cfs Computed Results : Bottom Width. . . . 6. 08 ft Velocity. . . . . . . . . 1 . 06 fps Flow Area . . . . . . . . 3 . 08 sf Flow Top Width . . . 8 . 60 ft Wetted Perimeter . 8 . 74 ft. Critical Depth . . . 0 . 20 ft Critical Slope. . . 0 . 1271 ft/ft Froude Number. . . . 0 . 31 ( flow is Suberitical ) Open Channel Flow Module , Vers:iOD 3 . 21 (c) 1990 Haestad Methods , Inc . * 37 Brookside Rd * Waterbury, Ct 06708 Trapezoidal Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: SHELTON SECT. FAC . Comment : SOUTH BIOSWALE 100 YR DESIGN Solve For Depth Given Input Data: Bottom Width. . . . . 6. 10 ft Left Side Slope. . 3 . 00 : 1 (H: V) Right Side Slope. 3 . 00: 1 (H: V) Manning' s n. . . . . . 0. 033 Channel Slope. . . . 0 . 0100 ft/ft Discharge. . . . . . . . 6. 12 cfs Computed Results : Depth. . . . . . . . . . . . 0 . 39 ft Velocity. . . . . . . . . 2 . 16 fps Flow Area. . . . . . . . 2. 84 sf Flow Top Width. . . 8. 44 ft Wetted Perimeter. 8. 57 ft Critical Depth. . . 0 . 30 ft Critical Slope. . . 0 . 0251 ft/ft Froude Number. . . . 0 . 66 (flow is Subcritical) Open Channel Flow Module, Version 3 . 21 (c) 1990 Haestad Methods , Inc. * 37 Brookside Rd * Waterbury, Ct 06708