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HomeMy WebLinkAboutDrainage Analysis Report - PLN General - 4/15/2004 Michael F. Wn ek, P.E. Consulting Civil Engineer 1665 NW Sherwood Drive, Bremerton, WA 98311, 360-692-3802 voice &fax) Drainage Analysis Report Construction Revision Assessor's Account # 12328-50-00001 Wolf — Goodell Office Building Brian Lane, Belfair Area Mason County, Washington prepared fora Steve Johnson Inc. P.O. Box 488 Belfair, WA 98528 360-275-6734 April 15, 2004 CONTENTS: Page 1 Narrative Page 2 Hydrology Calculations Page 7 Bioswale Calculations L fi Page 9 Hydraulic Calculations G1`Po sH Page 10 Storm Treatment Plan ` Page 11 Storm Treatment Details C� 0� 'S1 'NAt LNG P3 2ES 07/13/05-1 Drainage Analysis Report Wolf— Goodell Office Building Construction Revision April 15, 2004 OVERVIEW The purpose of this report is to provide analysis for contractor-proposed field changes to the original storm detention system. The original storm design, dated 08-22-03, was provided by: J.B. Engineering Consultants, Inc. P.O. Box 3307 Silverdale, WA 98383 (360)-698-5852 DESCRIPTION OF THE PROJECT The construction contractor has proposed the following field changes: • Replace the proprietary water quality vault with a standard biofiltration swa le. • Change from detention piping to a rock-filled detention pit, due to the local availability of economical washed rock. HYDROLOGY Different hydrology software was used than the original design. The newer software produces slightly different runoff peak flows. The basin curve-numbers for pervious surfaces were altered slightly to re-create the permitted peak flows approved in the original report. The size of the detention pit was initially determined to match the volume of the designed detention pipe. The pit and orifice control structure were then adjusted so that the required peak flow discharges were attained. Since a rectangular storage structure is more efficient than a circular structure, the size of the storage structure could be slightly reduced. A void ratio of 40% is used within the pit, and the volume of the pipe is neglected.. The calculated storage pit was then expanded by the required factor to obtain the pit size shown on the construction drawing revisions. 315\Storm\315 Storm-mfw.doc 1 Drainage Analysis Report Wolf - Goodell Office Building Construction Revision April 15, 2004 PRECIPITATION Event Precip(in) 6 month 2.3500 2 year 3.5000 10 year :4.7500 100 year 6.5000 BASIN SUMMARY BasinID Event Peak Q(cfs) Peak T(hrs) Peak Vol(ac-cf) (a) Method/Loss Raintype EX 2-yr 0.1419 8.00 0.0641 0.45 SBUH/SCS TYPE I A .EX 10-yr 0.2495 8.00 0.1037 0.45 SBUH/SCS TYPEIA EX 100-yr 0.4113 8.00 0.1628 0.45 SBUH/SCS TYPEIA DV 6-mo 0.1722 8.00 0.0611 0.45 SBUH/SCS TYPEIA DV 2-yr 0.2832 8.00 0.0995 0.45 SBUH/SCS TYPEIA DV I0-yr 0.4096 8.00 0.1430 0.45 SBUH/SCS TYPEIA DV 100-yr 0.5916 8.00 0.2055 0.45 SBUH/SCS TYPEIA HYDROGRAPH SUMMARY H dID Peak Peak Vol(ac- Cont Area y Q(cfs) ,Peak T(hrs) ft) (ac) 2 year out 0.07 10.00 0.0995 0.4500 10 year out 0.25 8.33 0.1430 0.4500 100 year out 0.41 8.17 0.2055 0.4500 ....... ....... LEVEL POOL SUMMARY using Puls Event Match Q(cfs) Peak Q(cfs) Peak Stg(ft) Peak Elev. Vol(cf) Vol(acft) Time to Empty 2 year 0.0710 0.0704 3.4692 94.27 1058.79 0.0243 30.67 10 year 0.2495 0.2491 3.9681 94.77 1211.08 0.0278 32.50 100 year 0.4113 0.4098 5.0087 95.81 1528.66 0.0351 34.00 Record Id: LPOOL Descrip: Level Pool Data Increment 0.10 ft Start El. 90.3000 ft Max El. 95.8000 ft Storage Node TANK Discharge Node ORIFICE 2 Drainage Analysis Report Wolf- Goodell Office Building Construction Revision April 15, 2004 Record Id: EX Design Method SBUH Rainfall type TYPEIA Hyd Intv 10.00 min Peaking Factor 484.00 Abstraction Coeff 0.20 Pervious Area 0.45 ac DCIA 0.00 ac Pervious CN 81.00 DC CN 0.00 Pervious TC 15.17 min DC TC 0.00 min Pervious CN Cale Description SubArea Sub en Wood/forest land (yound 2nd growth/brush) 0.45 ac 81.00 Pervious Composited CN (AMC 2) 81.00 Pervious TC Cale Type Description Length Slope Coeff Misc TT Fixed From JB Report 15.17 min Pervious TC 15.17 min 3 Drainage Analysis Report Wolf— Goodell Office Building Construction Revision April 15, 2004 Record Id: DV Design Method SBUH Rainfall type TYPEIA Hyd Intv 10.00 min Peaking Factor 484.00 Abstraction Coeff 0.20 Pervious Area 0.15 ac DCIA 0.30 ac Pervious CN 77.00 DC CN 98.00 Pervious TC 5.00 min DC TC 5.00 min Pervious CN Cale Description SubArea Sub cn Open spaces, lawns,parks(>75%grass) 0.15 ac 77.00 Pervious Composited CN (AMC 2) 77.00 Pervious TC Cale Type Description Length Slope Coeff Misc TT Fixed From JB Report 5.00 min Pervious TC 5.00 min Directly Connected CN Cale Description SubArea Sub en Impervious surfaces(pavements, roofs,etc) 0.30 ac 98.00 DC Composited CN (AMC 2) 98.00 Directly Connected TC Cale Type Description Length Slope Coeff Misc TT Fixed From JB Report 5.00 min Directly Connected TC 5.00min 4 Drainage Analysis Report Wolf - Goodell Office Building Construction Revision April 15, 2004 Record Id: TANK Descrip: Detention Tank ,Increment 0.10 ft Start EL 90.3000 ft 'Max El. 95.8000 ft Length 30.5200 ft Width 25.0000 ft Voids 40 Expansion Factor= 1.3763 (J.B. Engineering Consultants, Inc.) Design Length x Expansion Factor= 30.52' x 1.3763 = 42.00' required construction length Stage-Storge Table for node TANK (m) (cm) (ha-m) (m) (cm) (ha-m) 90.30 0.00 0.0000 93.20 885.08 0.0203 90.30 0.00 0.0000 93.30 915.60 0.0210 90.50 61.04 0.0014 93.30 915.60 0.0210 90.60 91.56 0.0021 93.50 976.64 0.0224 90.70 122.08 0.0028 93.60 1007.16 0.0231 90.80 152.60 0.0035 93.70 1037.68 0.0238 90.80 152.60 0.0035 93.80 1068.20 0.0245 91.00 213.64 0.0049 93.80 1068.20 0.0245 91.10 244.16 0.0056 94.00 1129.24 0.0259 91.20 274.68 0.0063 94.10 1159.76 0.0266 91.30 305.20 0.0070 94.20 1190.28 0.0273 91.30 305.20 0.0070 94.30 1220.80 0.0280 91.50 366.24 0.0084 94.30 1220.80 0.0280 91.60 396.76 0.0091 94.50 1281.84 0.0294 91.70 427.28 0.0098 94.60 1312.36 0.0301 91.80 457.80 0.0105 94.70 1342.88 0.0308 91.80 457.80 0.0105 94.80 1373.40 0.0315 92.00 518.84 0.0119 94.80 1373.40 0.0315 92.10 549.36 0.0126 95.00 1434.44 0.0329 92.20 579.88 0.0133 95.10 1464.96 0.0336 92.30 610.40 0.0140 95.20 1495.48 0.0343 92.30 610.40 0.0140 95.30 1526.00 0.0350 92.50 671.44 0.0154 95.30 1526.00 0.0350 92.60 701.96 0.0161 95.50 1587.04 0.0364 92.70 732.48 0.0168 95.60 1617.56 0.0371 92.80 763.00 0.0175 95.70 1648.08 0.0378 92.80 763.00 0.0175 95.80 1678.60 0.0385 93.00 824.04 0.0189 95.80 1678.60 0.0385 93.10 854.56 0.0196 95.80 1678.60 0.0385 5 Drainage Analysis Report Wolf - Goodell Office Building Construction Revision April 15, 2004 Record Id: ORIFICE Descrip: Orifice Discharge 'Increment 0.10 ft Start El. 90.8000 ft Max El. 95,8000 ft Orif Coeff 0.62 Lowest Orif EI. 88.80 Lowest Diam 1.1800 in Dist to next 3.5500 ft D2 3.1500 in Dist to next 0.0000 ft Stage-Discharge Table for control: ORIFICE Orif l: 1.18 in Stg l: 3.55 ft Orif 2: 3.15 in Stg 2: 3.55 ft Orif 3: 0.00 in Stage(ft) Discharge(cfs) Stage(ft) Discharge(cfs) 90.80 -0.0001 93.50 0.0621 90.80 -0.0001 93.60 0.0632 91.00 0.0169 93.70 0.0643 91.10 0.0207 93.80 0.0654 91.20 0.0239 93.80 0.0654 91.30 0.0267 94.00 0.0676 91.30 0.0267 94.10 0.0686 91.50 0.0316 94.20 0.0697 91.60 0.0338 94.30 0.0707 91.70 0.0358 94.30 0.0707 91.80 0.0378 94.50 0.1770 91.80 0.0378 94.60 0.2083 92.00 0.0414 94.70 0.2339 92.10 0.0431 94.80 0.2562 92.20 0.0447 94.80 0.2562 92.30 0.0463 95.00 0.2945 92.30 0.0463 95.10 0.3115 92.50 0.0493 95.20 0.3275 92.60 0.0507 95.30 0.3426 92.70 0.0521 95.30 0.3426 92.80 0.0534 95.50 0.3707 92.80 0.0534 95.60 0.3838 93.00 0.0560 95.70 0.3965 93.10 0.0573 95.80 0.4087 93.20 0.0585 95.80 0.4087 93.30 0.0597 96.00 0.4320 93.30 0.0597 95.80 0.4087 6 L � onZ = �����I a��'rn s �a���-�•�.�..�,,� �''-�-off �JS -7 ) •panaasag squbT'd TTV uioa'0apAq-uospopOaaeM43os:T?euig 'ZbLb-Obb(T8Z) :XP3 'L8L£-O W T8Z) :auoud 690LL XI 'uoqsnoH 'bT£ 94?nS '4saM 096T W2 6Z99 ''ouI 'sa4e?30ssV 13 uospoQ 9661 (o) qub?aAdoO PZ'T uo?saaA 'sMopu?M ao3 so?TneapAH 0IV30'dQ7H 0'b 6Z'T 6L9'0 6ZO'O 9Z�'0 L£'T LL'T n9'0 L'£ T'T 9Zs'0 9Z0'0 Zb'0 £'T £b'T s'0 6'£ Z6'0 £Lb'0 £Z0'0 PTb'0 ZZ'T £T'T s6'0 T'£ 9L'0 Zb'0 ZO'0 LOb'0 VT'T L8'0 b'0 8'Z T9'0 89£'0 8TO'O 6'0 90'T 99'0 9£'0 s'Z 8b'0 9T£'0 91010 Z6£'O L6'0 Lb'0 £'0 Z'Z 9£'0 Z9Z'0 ZTO'0 £8£'0 88'0 Z£'0 sZ'0 6'T 9Z'0 60Z'O 600'0 ZL£'0 8L'O Z'0 Z'O 9'T LT'0 LST'O L00'0 8s£'0 L9'0 TT'0 sT'O £'T T'0 bOT'0 b00'0 b£'0 £s'0 90'0 T'0 0'T b0'0 Zs0'0 Z00'0 60£'0 9£'O ZO'0 s0'0 -------------------------------------------------------------------------------- (-43) (I3 bs) (-43) (43) (sd3) (s3o) (�3) u4PTM eaav PPaH PeaH aaqumN A-.?ooTaA 04PH u,1daQ do,Z MoT3 Abaaug Aq?aoTaA apnoaz MOTS MoT2 MoT3 SZ'InSSE N0II'dlndW00 s0'0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 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(anTen-u) 4ua?a?33a00 ssauubnog s,bu?uupN ZO'0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . adoTS uio,4',4og Tauueu0 -------------------------------------------------------------------------------- ZMVA NOIZdIEDS30 K,LVQ ZndNI KVEDOEd bOOZ '9T T?adv N0I,LKZndN00 EAU03 JNIIV'd SISI.ZKNX 'IHNNVH0 7KQIOZgdVdl 'ri3CiDp� TRAPEZOIDAL CHANNEL ANALYSIS RATING CURVE COMPUTATION April 15, 2004 - ----------- PROGRAM INPUT DATA DESCRIPTION VALUE -------------------------------------------------------------------------------- Channel Bottom Slope (ft/ft) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.02 Manning's Roughness Coefficient (n-value) . . . . . . . . . . . . . . . . . . . 0.033 Channel Left Side Slope (horizontal/vertical) . . . . . . . . . . . . . . . 3.0 Channel Right Side Slope (horizontal/vertical) . . . . . . . . . . . . . . 3.0 Channel Bottom Width (ft) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.7 Minimum Flow Depth (ft) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.05 Maximum Flow Depth (ft) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.55 Incremental Head (ft) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.05 COMPUTATION RESULTS Flow Flow Flow Froude Velocity Energy Flow Top Depth Rate Velocity Number Head Head Area Width (ft) (cfs) (fps) (ft) (ft) (sq ft) (ft) -------------------------------------------------------------------------------- 0.05 0.03 0.77 0.656 0.009 0.059 0.04 1.0 0.1 0.11 1.13 0.72 0.02 0.12 0.1 1.3 0.15 0.24 1.41 0.759 0.031 0.181 0.17 1.6 0.2 0.43 1.65 0.788 0.042 0.242 0.26 1.9 0.25 0.68 1.87 0.811 0.054 0.304 0.36 2.2 0.3 0.99 2.07 0.831 0.066 0.366 0.48 2.5 0.35 1.38 2.25 0.849 0.079 0.429 0.61 2.8 0.4 1.84 2.43 0.864 0.092 0.492 0.76 3.1 0.45 2.39 2.6 0.878 0.105 0.555 0.92 3.4 0.5 3.03 2.76 0.891 0.118 0.618 1.1 3.7 0.55 3.76 2.91 0.903 0.132 0.682 1.29 4.0 HYDROCALC Hydraulics for Windows, Version 1.2a Copyright (c) 1996 Dodson & Associates, Inc., 5629 FM 1960 West, Suite 314, Houston, TX 77069 Phone: (281) 440-3787, Fax: (281)440-4742, Email:software@dodson-hydro.com All Rights Reserved. p 0 roor S*0 f rn 0. eS- 17 fps 8 v�toLF- GoODELL- 01="�IC� F� STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN Figure III-2.1 — Nomograph for Sizing Circular Drains Flowing Full 1000 900 800 0001 7 � 2.0 00 600 0002 500 .0003 Minimum 400 0004 -4 0001 Allowable .0005--c Velocity 0 '= 300 (Flowing 3.D 120 .0008�.0002 Full) ^j 001 200 96 0 �.0003 SO it Z2 .0004 c .002-4_-.0005 4-0 84 78 0006 2 p .003 .0008 66 ;i .004- 00 7 -005 100 60 0 5.0 .006 tti —90 54 CAI 008 002 / Z 4$ Oi o // O LU 6.0 ui 60 U -42 .004- cr rt U- 50 Z 36 .0 .005 0 w 7.0 .�.006 w n V 33 Z 40 30 008 a w 8.0 0 a 27 /044.010 � 0 J .05 --1 9.0 Cr_ 30 a_ 24 .06� Z T O 08�.020 > 10.0 V 2 7 10 t- . :J p 20 18 030 0 w .040 _Q t 5 .060 Q 080 12 10 10 9 8 /� SAMPLE USE 7 8 24" dia. CMP @ 2% slope yields 20.0 6 / 17cfs @ 5.2 FPS velocity 6 (n = 0.024) 6 4 o\d/ Values per Manning's Equation 0 { 1.49) AR21's% 3 ©i�Jt� n 30-0 This table can be converted 2 to other"n" values by applying _. formula: 40.0 100-yr D� = 01 _ nl �-, 02 n2 0.(0 Cfs 111-G-8 FEBRUARY, 1992 CD WAS t = .; 19 7 `s'' _ z 1, ROCK FlLLEDsoz3 o�Gw� �mm R ,STEa e g REVISED CB 2 CONTROL CB DETENTION PIT �P�-E' ION AL �m RIB r SEE SECTIONSIN-V S ExPiREs o� i3 03 �� g g g xorz.ae.wxc avr is ixsa+an wnr aanno W Y � . �� I I — — • . •.--• �on�o rvm�sa.,ux nsaxEw sanii 5 rc/ A —-- — —— — Pik INV 12 CMP, 15.2' ® .06% — — — —— — — — — kk "03$t REVISED CB#3 L co — Qom,NII Y. 1''Y£ Yac x `^ts` ✓" •.. 'di o b Cam'[ 1IN3 .t. CB#5, TYPE 1 w. .., ., ; I:: I;�§.. I'�" ��;z• : N I- ,, RIM: 100.28 a ao ' IE: 98.95 W/ w x �4 8" D.I. DETACHABLE —sT VERTICAL TEE 25.1 1% W/ VANED GRATE I �� w <tlsA 9 5,47 BIOSWALE I =97 ' 2' WIDE r n z �! tIt9 ,s: µ 70' LONG Oc I w m ,4v: 2% GRADE 00 N 3 STORM CROSSING A $ N—S 12" IE: 92.0f , s: m E—W 12" IE: 96.9f ; .. � ; . , REVISED LANDSCAPING IN BIOSWALE A � , _ a AREA, SEE SECTION C—C ' CB/2 CONTROL STRUCTURE COVER WASHED ROCK NTH CLEAN-OUT CBb3 TYPE 2-54" 12'RISER WSDOT STD.PLAN B-3 GEOTECTILE FABRIC AT SURFACE ' OPEN TOP SOLID ROUND LID"DRAIN' FINISHED GRADE WSDOT STD.PLAN B-le HE ELEV: 95.81 ELEV: 98.03 fA/2 SOLID ROUND LID"DRAIN" FINI FINISS D GRADE PIT TOP,ELEV: 95.81 GEOTEXTILE PIT TOP,ELEV: 95.81 Q-100-YEAR,ELEV: 95.81 FABRIC ELEV: , Q-10-YEAR,ELEV: 94.77 IE: 94.1 CJ 94.35 d;�'� i '"'}`2 sus # V .WASHED iO 3.15"0 WASHED ROCK Z2-YEAR,ELEV: 94.27 " ROCK ORIFICE inZ v' 12"PIPE FROM N 12"PERFORATED PIPE O BIOSWALE m`a t1E908 IE: 90.8 IE: 90.8 a.OUT PIT BOTTOM ELEV: 90.3 PIT ELEV:: 90.3 90.3 N ELEV: 88.8 25' a 1.18"0 ORIFICE 42' ROCK FILLED DETENTION PIT ROCK FILLED DETENTION PIT SECTION B-B HORIZONTAL SCALE: 1" = 10' SECTION A-A VERTICAL SCALE: 1" = 10' HORIZONTAL SCALE: 1" = 10' VERTICAL SCALE: 1" = 10' DETENTION PIT NOTES: GENERAL NOTES: 1. THE PIT IS ASSUMED TO BE IN HARD-PAN, IMPERMEABLE SOILS. 1. RE-DESIGN IS BASED ON APPROVED PERMIT DRAWINGS BY 2. IF PERMEABLE SOILS ARE ENCOUNTERED, THE PIT BOTTOM SHALL BE OVER-EXCAVATED J.B. ENGINEERING DATED 06-16-2003. 1-FOOT AND A LAYER OF COMPACT IMPERMEABLE SOILS PLACED, OR BENTONITE SHALL BE 2. THIS RE-DESIGN ONLY PERTAINS TO THE STORM FACILITIES MIXED INTO EXISTING SOILS FOR 1-FOOT BELOW THE PIT BOTTOM. DOWNSTREAM OF CB#5 (EXCEPT AS OTHERWISE NOTED) AND "s 3. IF THE SHAPE OF THE PIT MUST BE ALTERED TO FIELD CONDITIONS, A PIT OF EQUIVALENT REPLACES ALL STORM COMPONENTS EXCEPT CB#1. SURFACE AREA (25'x42'=1,050 sf) MUST BE PROVIDED. 3. THE BIOSWALE REPLACES CB#4. THERE IS NO CB#4 IN THE 4. WASHED ROCK SHALL BE "CONCRETE ROCK" 1"-3/8" SCREEN, WSDOT 9-03.1(4)C, NO. 67, RE-DESIGN. OR EQUAL. 4. THE CONTRACTOR SHALL FIELD VERIFY ALL DIMENSIONS & ELEVATIONS FOR ADEQUACY PRIOR TO COMMENCING THE WORK. is ��x� 5. PVC STORM PIPING SHALL HAVE A MINIMUM COVER OF 2'. 6. WHERE TRANSITIONS FROM DUCTILE IRON PIPE TO PVC PIPE a< OR FITTINGS ARE REQUIRED, APPROPRIATE FERNCO FITTINGS Biofiltrotion Swale Notes: SHALL BE USED TO CONNECT THE DISSIMILAR PIPING. The biofitralion swole shall be lined with a minimum of 4 inches of Type al "A"topsoil according to WSDOT/APWA Standard Specifications. a The scale should be seeded, fertilized and mulched according to the LIMITS OF TREE&SHRUB PLANTING Z Sal recommendations of the local SoilWITHIN BIOSWALE SECTION Conservation District as follows: BUILDING Seed Mixture: EXISTING RRIAN WALL W o 5 70%Toll Fescue(Alta,Boyager,Orfown) LANE PAVEMENT m a . a 20%Perennial Rye u 10x White Clover PROPOSED Application Role(per 1000 square fool): SIDEWALK I` a 5 lbs. Seed 7 lbs. Fertilizer(10-20-20) _ 5 501bs. Wood Fiber Mulch F F s` 3.75' 2' I 3.75' .j.p'aF was 4QJ � Seeding of the scale should be performed between March 1 -Noy 15 or ---ill August 15- October 1 according to WSDOT/APWA Standard TOPSOIL, SEED,FERTILIZER, Specifications, with the exception that seeding may be performed from inz &MULCH GRASS-LINED BIOSWALE Z�� ° W May 16-September 30 if irrigation is provided. �� PER DETAILS Sodding of the scale will allowed provided that the sod meets the 7 BIOSWALE p 023 O paw 4� W seed mixture specificationss l listed above,or if the sod is over seeded O with the appropriate seed mixture at the next available planting time. SECTION C-C "c'SAE'CISTEN�V G,`{ HORIZONTAL SCALE: 1" = 10' S70NAL Paving shall not occur until the biofiltration swale is sodded or the seedVERTICAL SCALE: 1" = 10' K >}1 has germinated and produced at least 2 inches of growth over 85%of 2" 0 " NOT,oxxl w s-1"ES Oroes[o wrx saran the swale Surface. DETAIL BIOSWALE to � sMcx�nr¢tr o�rt. amxu sartn ostrvwc a N.T.S. aicn w ra sxw+n r warccxs an¢ 2of2