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COM2003-00141 Final Maintenance Shop and Site Phase 2 and Storm Drainage Analysis - COM Application - 2/5/2004
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Ei :E2 CLCD A . § E EE . . g � f § � � � 0 - o� 2k § § ] �C ; k0. � § x 9 q . � 1aa�� - 14 - boo, CONCRETE MECHANICAL MANUFACTURED N _ RED HOME g Footings/Setbacks .�37�?. Date By Ribbons co b Date /29_L8'-�x3 By 2 Gas Piping Date By A Foundation Walls Date B y Set-up Date B y INSULATION , Date By B G I Slab Insulation Floors t/ Final Date By 7A Date By Date By �AMING Walls FIRED PT ate 12-2e/-U> By llc''J Date / -.oP By - Date q It.4f By PLUMBING Attic OTHER Groundwork Date B Date By �/`Z WALLBOARD NAILING D.W.V. Date /—,,(3' --0 B y Date By FINAL NS ECTIO Water Line to, Date & B. f-" Date By Date B y ® -L g --J 2> To L/J r�.•-T��c/� �� /^��Cy�C-C ACC �� cv�-rev c.. / ^'d' i�'�-� o— — �ice✓ ���, o r e L-k «s e.- 'a-) a+1 n a 4 r ill.,14 > Ic N V1 o Z t04- v 3 0 qSAP, u? w oZ DZ © - OZ d3 ttilQ� � o O c Gz a7'" reZ /*&U9rt LCC*L J�kj 6a0 *4 ,r Z 7— r E Zo d Fc9 Gau i 14C P155AIG-J�j r :774V Fr v Fu2E M42S�h+4 - S CF7� cn 0 v+ MASON.COUNTY PERMIT NO. _ BUILDING PERMIT OPLIGATION CM 2 o03 " 426 W. Cedar• P.O. Box 186, Shelton, WA 98584 66 N I i Shelton (360)427-9670 - Belfair(360)275-4467 - Elma (360)482-5269 On the Web`www.co.mason.wa.us APPLICANNNFOR NATION CONTRACTOR'INFORMATIO Owner rlDX 16431104 Contractor.Name oak a comw MailingJA'ddress ox 10"11 1 Mailing Address O O*x c4f City-Ax"M State WA' Zip Code City %,Lrcflw4 . State W* Zip Code L9--A Phone(3Gp )�X7S•Op6SaOther Ph. ( ) Phone ( 4C) •5►7s'=6?J1fOther.Ph. ( ) Lien%Title Holde "re+xr�►� N>< Contractor Reg. #Sp�1=M'Icr+Exp. / Email Address R`w ob 5'rWrntr-IX 146•C.4111N1 Email Address I SEPTIC/WATER SYSTEM INFORMATION -Connect to New Septic Existing Septic Connect to Sewer System Name of Sewer System Well ._Water System Name of Water System Slrw Ts 4ws Frftwr zr' I PARCEL INFO MATION- 12 digit Tax Parcel No. la a 31 / 1114 / q6V f 0 Fire District S` Legal Desbliiiln AT"Mokk Site Address(Please include street name, street number and city) (437 1 StPlf &_d 3 A"'114. Directions to site f, H I S A ALi10 IN S2 Will timber be cut and sold in parcel preparation? (Yes/No) 140I Is property located within 200' of saltwater 40D Lake K6 River/Creek A(Q_Pond 24 Q Wetland Nc? Seasonal Runoff No Stream Mtn Slopes or Bluffs Wt PERMANENT RESIDENCE ❑ SEASONAL RESIDENCE TYPE OF JOB-New S _Add Alt Repair Other Use of Building HAtArWomme S'too Is this permit submittal the result of a Stop Work Notice,Correction Notice or other enforcement action?(Yes/No) o Describe Work 41=14+r KOO sk.sr• ti 1N.- S-"& 0 NOS E wgiot 6"imik 4044 ice- No. of Bedrooms No. of Bathrooms I-SQ ARE FOOTAGE- 1st Floor 1440 2nd Floor 3rd Floor Loft Basement Deck Other sq. ft. Garage Attached Detached Carport Attached Detached MANUFACTURED HOME INFORMATION-Make Model Model Year , Length Width Serial No. No. of Bedrooms No. of Bathrooms j Type of Heat Purchase Price$ Replacement Unit?(Yes/No) Installer Name Certification No. NOTICE:THIS PERMIT BECOMES NULL S VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS OR IF CONSTRUCTION WORK 1S SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER THE WORK IS COMMENCED. PROOF OF CONTINUATION'OF WORK IS BY MEANS OF A PROGRESS INSPECTION. THE OWNER OR AGENT ON OWNER'S BEHALF,REPRESENTS THAT THE INFORMATION PROVIDED IS ACCURATE AND GRANTS EMPLOYEES OF Mason COUNTY ACCESS TO THE ABOVE DESCRIBED PROPERTY AND STRUCTURES FOR REVIEW AND INSPECTION OF THIS PROJECT. OWNER/BUILDER ACKNOWLEDGES SUBMISSION OF INACCURATE INFORMATION MAY RESULT IN A STOP WORK ORDER OR PERMIT REVOCATION.ACKNOWLEDGEMENT OF SUCH IS BY SIGNATURE BELOW: OWNER AFFIDAVIT-I certify that I am exempt from the require CONTRACTOR'S AFFIDAVIT- I certify that I am currently regis- ment of the Contractor Registration Law RCW 18.27 and am aware tered,as a contractor in the State of Washington and that I am aware of the ordinance requirements for which this permit is issued and of the ordinance requirements regulating the work for which this that all work will be done in conformanct therewith. No changes permit is issued and all work shall be done in conformance there- shall be made without first obtaining approval. .. with. No changes shall e w be made first obtaining approval. X ,► / Date- .0"3 X Date FOR C MIAL USE BEYOND THIS POINT Accepted b Planning Pd C J Date Bid Pd. � 4 _o Re pt N Building De t / p:/ EIF 11 U~000 �. Occ Grou a Constn Planning Department Environmental Health Department Public Works Department Fire Marshal Valuation rPlanReviewFee it Fee Site Inspection EH Reviewfee 003 4-1 Plumbing&Base Fee Planning Review Fee 40 W. CEDAR Mechanical&Base Fee Other Wood/Gas/Pellet Stove Fee State Fee Violation Fee Pre-Paid at Submittal ( ) TOTAL FEES FORM MUST BE COMPLETED IN INK PERMIT NO.: PLEASE PRESS HARD MASON COUNTY PLUMBING/MECHANICAL PEoRt,�My ITg5g4APPLICATION Shelton(360)42 -9670 Belfaiir((3$9)J75_967 Hkna(s601482569 PPLICA�T INFORMATION CONTRACTOR INFORMATION Owner oN Sfee-soAl Contractor Name Mailing Address Pe �e�r (s9g Mailing Address City AL 4P4 State W Zip Code °IP.fS� City State Zip Code Phone(360 ) Other Ph.( Ph.(_> Other Ph.( Lien/Title Holier uwA [kmm Contractor Reg.# Address Expiration SEPTIC INFORMATION-Connect to New Septic Existing Septic Connect to Sewer System Name of Sewer System PARCEL INFORMATION-12 digit Tax Parcel 1'21 ? 1 / 14 / 9 ro f C Fire District -"- Legal Description AInAc.M6b Ske Address(Please include street name,street number and city) Directions to site Is your property within 200'of the following: Body of Water(Name) Saltwater Lake River/Creek Pond Wetland Seasonal Runoff Stream Slopes or Bluffs TYPE OF JOB New Add Alt Repair Other Use of Building Location of Fixtures/Units 1st Floor 2nd Floor Basement Garage Closet PLUMBING FIXTURES(Show Number of each) MECHANICAL UNITS Fuel Type: Electric K Tvoe of Fixture No.of Fixtures Fees LPG Natural Gas Heatpump Toilets I Iyoe.of Unit No.of Units Fees Bathroom Sink 1 Furnace Bath Tubs Heatpumps Showers Spot Vent Fan Water Heater 1 Propane Tank Clothes Washer Gas Outlets Kitchen Sinks 1 Wood/Gas/Pellet Stove Dishwasher IGtchen Exhaust Hood Hosebibs 2 Dryer Vent Other Other Base Fee Base Fee TOTAL PLUMBING TOTAL MECHANICAL A FLOOR PLAN AND PLOT PLAN MAY BE REQUIRED DEPENDING ON THE TYPE OF FIXTURE/UNIT. NOTICE:4THIS PERMIT BECOMES NULL d.VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS OR IF CONSTRUCTION WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER THE WORK IS COMMENCED. PROOF OF CONTINUATION OF WORK IS BY MEANS OF A PROGRESS INSPECTION. The owner or agent on owner's behalf,represents that the information provided is accurate and grants employees of Mason County access to the above described property and structures for review and inspection of this project. Acknowledgment of such is by signature below: OWNER AFFIDAVIT-I certify that I am exempt from the requirements of the CONTRACTOR'S AFFIDAVIT-I certify that I am currently registered as a Contractor Registration Law RCW 18.27 and am aware of the ordinance contractor in the State of Washington and that I am aware of the ordinance requirements for which this permit is issued and that all work will be done in requirements regulating the work for which this permit is issued and all work conformance therewith. No changes shall be made without first obtaining shall be done in conformance therewith. No changes shall be made without approval. first obtaining approval. )( ,/„v Date 1 0 3 X Date FOR OFFICIAL USE BEYOND THIS POINT Accepted by Date Submittal Amount Due Receipt No. :::>:::::::::>::><:�:::<:•»>I �4i�'��tfi��>::»:<:::<:>:<:::>::>::>:>::;:}..}:A .Ridfi.;:.:.::t�l�i :.:::.�::.:::................. Building Department Occ Group Type Constr. Planning Department 71 Other Other r....n• ..n... ...::.....:. :..:...:n}:?}:::::::•:............ ,Y.. .. v:•.:.. .:x.:.r..w::::•. .x... vv:.:Cr$ .. .......::•:r.�:::.•w:.......••:v:v:::::::::vw:::::.•:......••v.......x.. ..... ....r.n......• .. .. .•. .:+.r....r.•. \..r......r.f}..........•......." 11,1111•.. ...................7i.'... ........ ... ......:. ..:.......v.... .:r............................... ....... ../.•'{•{:w...:.1...:.:..... �..+.:. : .}}}...: vr. {p}:.};.;�:riti::i$i.`?;:::•}��JC•:• .:•::::x:x:.:v:�r:•.:....::y::,}?.:.>ri�:::}:::,}.r::.....r.....r..;./f:....................... •.:w::::::;;;....•••:n..:..., :.v......... :r•.. •}:.:?.:::.;::.:�:.. ... ............... Site Inspection Permit Fee Plan Review Fee UFC Plan Review Fee Plumbing&Base Fee Other • CEDAR Mechanical&Base Fee Other Wood/Gas/Pellet Stove Fee Pre-Paid at Submittal ( ) Violation Fee TOTAL FEES -.. may.. t PERMIT NO.: MASON COUIO PLUMBING/MECHANICAL PERMIT APPLICATION 426 W.Ced r(P.O.Box 186 Sh ,WA 9g584 Shelton(360I427-967� Belfair(360)75 67 Elma(S60)482,5269 APPLICANT INFORMATION CONTRACTOR INFORMATION Owner IGy ftf W-0. Contractor Name Mailing Address P4 %Toaf 1e'5 Mailing Address City_ALL4PJ State i(A Zip Code JP'S"s q City St a a Zip Code Phone( ��5�-+�4,�s,�SO� Other,,Ph.( ) Phf Other Ph.(_� Lien/Title Holder �.*q 1-�1WA 1- &ON M Contractor Reg.# .. Address Expiration/ / SEPTIC INFORMATION-Connect to New Septic Existing Septic Connect to Se er System Name of Sewer System PARCEL INFORMATION-12 digit Tax Parcel Nq4 12-27 ) / 1 l ro ►O Fire District S" Legal Description AT- u Site Address(Please include street name,street number and City) Qirecti�ins to-site Is your property within 200'of the following:Body of Water(Name) Saltwater Lake River/Creek Pond Wetland ( s nal Runoff Stream Slopes or Bluffs TYPE OF JOB New Add_Alt Repair Other Use of Building Location of Fixtures/Units 1st Floor 2nd Floor Basement Garage Closet PLUMBING FIXTURES(Show Number of each) ra ANICAL UNITS Fuel Type: Electric K. Type of Fixture No.of Fixtures Fees Natural Gas Heatpump Toilets I_ f Unit No.of Units Fees Bathroom Sink i ce _ Bath Tubs umps Showers ent Fan t Water Heater 1 ne Tank Clothes Washer utlets Kitchen Sinks 1 /Gas/Pellet Stove Dishwasher n Exhaust Hood Hosebibs 2 Vent Other Base Fee Base Fee TOTAL PLUMBING TOTAL MECHANICAL A FLOOR PLAN AND PLOT PLAN MAY BE REQUIRED DEPENDING ON THE TYPE OF.FIXTURE/UNIT. NOTICE: THIS PERMIT BECOMES NULL&VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS OR IF CONSTRUCTION WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER THE WORK IS COMMENCED. PROOF OF'CONTINUATION OF WORK IS BY MEANS OF A PROGRESS INSPECTION. The owner or agent on owner's behalf,represents that the information provided is accurate and grants employees of Mason County access to the above described property and structures for review and inspection of this project. Acknowledgment of such is by signature below: OWNER AFFIDAVIT-I certify that I am exempt from the requirements of the CONTRACTOR'S AFFIDAVIT-I certify that I am currently reQ[istered as a Contractor Registration Law RCW 18.27 and am aware of the ordinance contractor in the State of Washington and that 1 am aware of the ordinance requirements for which this permit is issued and,that all work will be done in requirements regulating the work for which this permit is issued and#1 work conformance therewith. No changes shall be mane without first obtaining shall be done in conformance therewith. No changes shall be made without approval. first obtaining approval. X Date Date FOR OFFICIAL USE BEYOND THIS POINT Accepted by Date Submittal Amount Due Receipt No. 17-7:1:<::>:::<:::>:>::<:»»>r<:<::>:::>::<:::>;»>:::«<:: FB :Department Group Type Constr. g Department , ..... v:r:w:•iiiii:{•i'r4?iY'4:4::iii'r:%i}iii::i:`v'rii'riii:C:i:'{i%{i }i �}iit??'C:%�$::{%iii::::;iiiiiir :...::::::... ::::::::{:........... ..::.......::n...Permit Fee i'}:: Site Inspection Plan Review Fee UFC Plan Review Fee Plumbing&Base Fee Other . CE Mechanical&Base Fee Other Wood/Gas/Pellet Stove Fee Pre-Paid at Submittal ( ): TOTAL FEES Violation Fee PERMIT NO.: MASON CO U TY PLUMBING/MECHANICAL ERMIT APPLICATION 426 W.ceaa�/p O.Box 186 Spelt ,yyA 9as$4 Shelton(360)4274"7 Belfair(360)'�75.4467 Elms 136 N82.5269 PPLICANT INFORMATION CONTRACTOR INFORMATION Owner eom ySftesuda Contractor Name 1 Mailing/:Address P`a i7eg (055 Mailing Address A City LL4pgr State lifA Zip Cade 'q7r; 4 City State Zip Code Phone Other Ph.( _ ) Pha ) Other Ph,( Lien/Title Holder CE.tPI ommi LUmic Contractor Reg.# r, Address 14evrA# Expiration SEPTIC INFORMATION-Connect to New Septic Existing Septic Connect to Sewer System Name of Sewer System PARCEL INFORMATION-12 digit Tax Parcel NaL '2.2 J 1 / ( / 7 ro 10 Fire District S' Legal Description A'f'" ul�a, Slte Address(Please include street name,street number and city) Directions to site Is your property within 200'of the following:Body of Water(Name) Saltwater Lake River/Creek Pond Wetland Seasonal Runoff Stream Slopes or Bluffs TYPE OF JOB New Add Alt Repair Other Use of Building Location of Fixtures/Units 1st Floor 2nd Floor Basement Garage Closet PLUMBING FIXTURES(Show Number of each) MECHANICAL UNITS Fuel Type: Electric ?C Jjpe'of Fixture No.of Fixtures Fees LPG Natural Gas Heatpump Toilets �_ Tvne.of Unit No.of Units Fees Bathroom Sink I Furnace Bath Tubs Heatpumps Showers Spot Vent Fan Water Heater Propane Tank Clothes Washer Gas Outlets Kitchen Sinks ! Wood/Gas/Pellet Stove Dishwasher Kitchen Exhaust Hood Hosebibs _2 Dryer Vent Other Other. Base Fee Base Fee TOTAL PLUMBING TOTAL MECHANICAL A FLOOR PLAN AND PLOT PLAN MAY BE REQUIRED DEPENDING ON THE TYPE OF FIXTURE/UNIT. NOTICE: THIS PERMIT BECOMES NULL&VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS OR IF CONSTRUCTION WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER THE WORK IS COMMENCED. PROOF OF CONTINUATION OF WORK IS BY MEANS OF A PROGRESS INSPECTION. The owner or agent on owner's behalf,represents that the information provided is accurate and grants employees of Mason County access to the above described property and structures for review and inspection of this project. Acknowledgment of such is by signature below: OWNER AFFIDAVIT4 certify that I am exempt from the requirements of the CONTRACTOR'S AFFIDAVIT-I certify that I am currently registered as a Contractor Registration Law RCW 18.27 and am aware of the ordinance contractor in the State of Washington and that I am aware of the ordinance requirements for which this permit is issued and that all work will be done in requirements regulating the work for which this permit is issued and all work conformance therewith. No changes shall be made without first obtaining shall be done in conformance therewith. No changes shall be made without approval. first obtaining approval X Date / Q X Date FOR OFFICIAL USE BEYOND THIS POINT Accepted by Date Submittal Amount Due Receipt No. Building Department Occ Group Type Constr. Planning Department Other t Other 'V 5:7 .............xnvnvv:::?:•iY:::...::::::::w::::::::::::::::.::::>:iii:•iiiiiii:6iiiii:•i:•i:•is4:[iiG:^:4:4:biiiiv:4:4:•i:•i::: t Fee Site Inspectioneview Fee UFC Plan Review Fee . CEPARing&Base Fee Other anical&Base Fee Other /Gas/Pellet Stove Fee Pre-Paid at Submittalion Fee TOTAL FEES i INA ' *4� `� Q tlk. 1 s oil fit I c ! 1 !� LO:£T £®, lz sm zed 6£0 'DOssa I NOS-10"1.N LEWT-%8-09£ � �• rr � � ��� 9 as i , y ~ i r his-LL ` �11 r r r L01£t £0• LZ rsm ZOd 0£0 'DOSSH I NOS-10-I'N LBdt-9L6-09£ WORK ORDER - PUBLIC WORKS DEPT. v4 Date: `R ab 16 3 :- PERMIT#: -wk�t (E) Work Order — Number: Requested by:. 3 Authorized by: \^ Type of Work. Date: CHARGE TO: RECEIVEQNAME AGENCY/COMPANY AUG 26 200' BILLING ADDRESS PHONE -- MASONM ldh& in Ch e: ,A }7h ..•x.%'v,. riin1C.Y :d!w!sN .. W.:ti.<y:y i'v. (C) Project Time Une.`{from•to dat Pr*d SIM mt.: 8 29 03 T O.:.. .. Es&WAd Fk tsh Ds : Apww*wn hours: Z Es nMATW TOTAL$'S: `v (D) IiL4 �PIoYN COST ESTIMATE - �:Btit!" I TOTAL= -73 EQUIPMENT USED: IIe SI1'IQ Bm TOE MATERIAL USED: (Fl ANwi Cost f t3ARS: I'm D,ATiE Now >.R?1t! Howe TOTAL i EQUIPMENT USED: �4 8314 TOE MATERIAL USED: (a) BELLED GATE TOTAL ALL ENV S______ PAID DATE REC.0 CIC>K 5rtv,�t�� s . tvLL('t NUSON- -COUNTY PUBLIC WORKS'6IRI CT41R/COUNW ROAD ENGINEER SbekM Wwhingm 96584 DATE: August 29a'. 200-3 INTER-DEPARTMENTAL COMMUNICATIONS TO: Rick Mraz,DCD—Planner Tammy Griffey,DCD L-Building Inspector FROM: Alan A. Tahja,P/W-`Co. Hydr. Engr. WO#PLG-03 SUBJ: SSP`Plan Review NAME: Stretch Island Fruit Company-Grapeview COM20fJ3-00141 Rick, The Stormwater Site Plan(SSP)prepared for the proposed expansion of-the Stretch Island Fruit Company in Grapeview has been received and reviewed by.Public Works. The permanent stormwater quality control features provide for treatment of stormwater rumff from impervious,areas,and mitigates potential downstream impacts by detaining and releasing runoff discharges at prescribed/acceptable rates. An Operation and Maintenance(O&M)Covenant has already been created and is in effect for the existing stormwater control features, so maintenance issues related to the constructed features have already been satisfied. Public Works requests to be.notified when the stormwater features have been completed, so that an inspection may be performed to verify,that the constructed features conform to the approved plans. Please feel free to contact me at County extension 461 if you have any questions regarding these comments,or if you feel any-features need hurther, discussion or attention. S' rely, A n A. Tahj File: S:%NP\Str7nwtrXReviewaXStrtcb-I-Fruit-2K3.doc THIS PARCEL INCLUDES RECORDS FROM THE AUDITURS OFFICE PARCEL #� o�3 / .L� q00 IZ5 AF#jjj9 DOCUMENT yl � ti?t AF# DOCUMENT AF# DOCUMENT AF# DOCUMENT AF# DOCUMENT AF# DOCUMENT THIS MAY NOT INCLUDE ALL DOCUMENTS RECORDED ON THIS PARCEL MASON COUNTY DEPARTMENT OF COMMUNITY DEVELOPMENT .} Phoning Division P O 13=279,4li on,WA 985M (301)4274MM NOTIFICATION OF INCOMPLETE APPLICATION August 21 2003 RONALD SAGERSON Parcel No.: 122311490010 Project Description: MAINTENANCE SHOP/SITE WORKIPARKING AREA Dear Applicant: You have submitted a permit application (case no. COM2001-00141)for proposed construction or development in the county. Upon review of your application, i have determined that the contents of the application are incomplete or do not provide enough detail for review. Therefore, review of your application will not proceed until the necessary information is provided (see the comment section of this letter for details.) Once the information is submitted and the application is complete, I will continue to process your application accordingly. if the additional information is not provided to the County within 180 days of this request, the application shall expire and no further action on the proposed development shall take place. Please contact me at(360)427-9670, ext. 577 if you have questions. Sin er Rick Mraz Land Use PlaS ._._ Mason Plaftft De r rred Comments: A preliminary review of the site plan indicates that there are no setback distances shown from property lines, nor are there any property dimensions. Please submit a revised site plan that indicates these items. 8/21/2003 1 of 1 COM2003-00141 Mason County Permit Assistance, Center Planning Intake Checklist Owners Name: F—t-G(i 4Date: le 16 3 Project: Reviewed By: Commerciall3twekapnrtt: NO Comments: Planner. SAL GBM RAM YRD Site Plan: a"North Arrow fir'-property Dimensions: X /Z- acke S rK � Driveways Shown.Rosin name:AID + Sbuctures shown with setbacks -)-a S Cam- O''"WOU Win,Septic and Drain-field Shown with setbacks �p� uknti *all sarface water(streams,ponds,shoreline,wetlands,etc.) Top by(slopes) tf Proposed Structure Setbacks(Direction/Setback): +T) S� R: S1: / S2: a'Utility and Disinage Easements: if yes enter condition#5022) a"'Other Easements �!4 <Accessory Appurtenances VAOA� o 6 YR TIP a Would you like to be present for site inspection. NO Shoreline and Planning Info Setbacks: Shoreline: Slope: Sh,aline Dexignation: Comprehensive Plan: Rural Zoning: W Not Applicable Q Agricultural 0 RR 2.5 5 10 20 0 Urban 0 In-holding 0 RMF 0 Rural ���'TCFL ❑ RC 1 2 3 ❑ Conservancy Rural 0 R1 0 Natural 0 RAC ❑ RNR 0 Unknown 0 RCC-Hamlet 0 RT 0 Urban Gro 0 WR ❑ 0 Unknown C t tY RE Water Body(type of water if unnamed): C p SEPA: Yes N<:Un:jM::0;;) —� AUG 18 2003 Flood Plain: YES N 426 W. CEDAR STD Aquifer Recharge: YES NO Unkno Map# Tags/Cases: RLC/SPI Case: q 3— OQ2121 6-Year Dev.Moratorium: NO Eagle Nest Tag: YES NO Other S O , 411M Addressing: Chuck box if needed Reviewed by: o County Access Permit Needed(add condition#0010) o State Access Permit Needed(add condition#0020) Standard Conditions to be added to all Building permits that planning reviews:#5019 and#0700 Rwilld:,nam MASON COUNTY PERMIT ASSISTANCE CENTER PLANS SUBMITTAL CHECKLIST Owners name: AA D V Date Project. Reviewed by: Documents: / !/�Aoou�abe site plan attached to each set of plans(road setback J'5 ZI eyards < 10? ( 1 T19pography attached to each set of plans gy Coda applicedon t fuel type a�pifation opft�ptaUe lwabmr heater fuel type&lotxtion: . ) MW," Contractor registration p OR provide wrltlen nWce-fifty a Contractor or Remodeier . criteria: ;4 arrow load,80 mph windlexp,seismic zone 3 (Scope? ) 7C7wtracti Pla : (3 se / e Recognized scale Cross Section Elevation Roof framing Dock framing foundation plan Floor franring,&U levels Floor plan(use of rooms) DETAIL• JYhdude wood and yraale,J.e.DFiZ.HFjrZ PT,etcl Roof framing dalsM(apeeies.$ize,&spacing) Wall framing detdl(sine,species,&spacing) Bearing wall ht exceeding 10 ft requires engineering Floor beams(sze,species, &spacing) Floor joists(size,spacing,spades) Header and beam(size&species for openings over 4 ft) Foundation(size,steel,anchoring) Concrete walls(Reinforcement detail, >8 ft requires engineering) Non-conventional framing{steel struchwes,foam lore,Jog.etc.requires full engineering) Fire separation watts shown on plans Point loads identified,calculations provided if needed. Slab insulation shown Stairs/Handrails on stairs with more than 3 risers Guardrails on landings greater than 30"above grade Location of furnace identified on plan,where? Propane appliances in basement(3" screened floor drain to o/s,2 combustion vents) Fireplace/Stove Information shown Window sizes marked Covered porch detall (Use ICBO Chapter detail? ) Braced wag Taws dearly marked on plans(Within 8 ft of corner,n.t.e. 25 ft o.c.,table 234V-C-1) Interior braced wall lines required for boxes grater than 34 ft Do plans meet t1BC prescriptive braced wall We requirements? UNUSUAL SHAPES: Roof or floor extend more than 6 feet.beyond brace'wall Ww or ICBO detail.(2320.5.4.2) Openings greater than 12 feet or 509E of the least floor area. (2320.5.4.4) Braced wait lines do not meet in a perpendicular lar direction. (2320.5.4.6) Braced wall lines offset the vertical plane from the foundation (2x12 NTE 48", 2x10 NTE 40",no offset in 2x8 or smaller) (2320.5.4.1) Floor and roof is laterally supported by braced wall lines on all edges(2326.5.4.4) The end of a braced wall panei extends more than 1 ft over an opening in the floor below (BWP may extend over an opening 8 ft or less in width when the header is 4x12 or more, U.B.C.section 2320.5.4.3) Engineered documents (Engineering required/included? ) Design crkeria-snow toad , wind 80 mph,exposure C. seismic zone 3 Engineered data transferred onto the plans Structural general notes&calculations, 2 sets (Specify scope of work,project location,design criteria,etc) Washington State licensed engineers or architect signature and eng.expiration date COMMENTS: OVCPC 11g1I1C6CIS,Inc. DATE: December 2,2003 JOB NO: 02-M REF: Stretch Island Fruit-Expansion Protect #of Copies: Fl-6-1 Ron Sagerson ❑ Email Stretch Island Fruit, Inc. Federal Express-Standard Overnight 16371 E State Route 3 ❑ Delivered or Pieced Up By Allyn,WA 98524 Date (360)275-6050 Throe(3)Full Slse Sob i Ten(10)Half Size Sets Three(3)RFQ Documents � r ❑ Email Mason County PUD 3 Federal Express-Standard Overnight 307 W.Cob Street ❑ Delivered or Picked Up By Shelton,Washington 98584 � Date (360)427-9670 DRAWING NUMBER DESCRtMM WMAM NUMBER DATE - RFQ No. P3-001 Document - 11/26/03 Process Building Construction RFQ No.P3-001 Drawings P3A0 Stretch Island Fruit, Inc. 3 12/10/03 Expansion Phase 3 Cover Sheet P3A1 Stretch island Fruit, Inc. 6 11/25/03 Expansion Phase 3 Plan View of Expanded Process Area P3A2 Stretch Island Fruit, Inc. 4 11/20/03 Expansion Phase 3 Elevation View of New Expanded Process Area P3A3 Stretch island Fruit, Inc. 5 11/20/03 Expansion Phase 3 General Conditions 8 Programming P3Q1 Stretch Island Frult, Inc. 3 11/25/03 Expansion Electrical information Plan View of New Expanded Process Area 7405 SW Tech Center Drive,Suite 150 a Tigard,OR 97223 a 503403-0995 voice • 503-603-OM fax "Engineers for the Food Processing Industry" 03-866 12102103 Team Transmittal Letter Page 2 of 3 P3M1 Stretch Island Fruit, Inc. 6 11/25/03 Expansion Phase 3 Water And Air Connections P3M2 Stretch Island Fruit, Inc. 4 11/13/03 Expansion Phase 3 Drain System P3M-3 Stretch Island Fruit, Inc. 0 10/29/03 Expansion Phase 3 HVAC Legend,Schedules&Specifications P3M-4 Stretch Island Fruit, Inc. 0 10/29/03 Expansion Phase 3 HVAC Plan P3E1 Stretch Island Fruit, Inc. 1 12/02/03 Expansion Phase 3 Electrical Llahfing Plan-Option 1 P3E2 Stretch Island Fruit, Inc. 1 12/02/03 Expansion Phase 3 Electrical Process Power Plan 03E3 Stretch Island Fruit, Inc. 1 12/02/03 Expansion Phase 3 Electrical One-Line And Specifications P3S1 Stretch Island Fruit, Inc. 1 11/13/03 Expansion Proposed BLDG Layout Plans/Elevations/Structural P3S2 Stretch Island Fruit, Inc. 0 10/31/03 Expansion Phase 3 Structural Details P3S3 Stretch Island Fruit, Inc. 0 10/31/03 Expansion Phase 3 Structural Details 7405 SW Tech Center Drive,Sufte 150 a Tigard,OR 97M a 503-603-0995 vdcs • 503-603-0996 fax "Engineers for the Food Processing Industry" 1 03-866 12102103 Team Transmittal Letter Page 3 of 3 S-1 Stretch Island Fruit 2 12/02/03 Awning Plan And Details S-2 Stretch island Fruit 2 11/25/03 Awning Foundation ft And Details Sheet 1 of 5 Stretch Island Fruit Company -- 10/30/03 Phase III Addendum Cover Sheet Sheet 2 of 5 Site Plan — 10/30/03 035759-403215 Sheet 3 of 5 Storm Drainage And Grading Plan 1 10/30/03 035759-403216 Dated 9/03 Sheet 4 of 5 Utility Plan — 10/30/03 0357594*3217 Sheet 5 of 5 Utility Notes And Details — 10/30/03 035759-403237 P5A1 Stretch Island Fruit, Inc. 1 11/21/03 Expansion Phase 5 Plan View of New Expanded Process Area THESE ARE TRANSMITTED As O Mt) Sam ❑ FOR APPROVAL ® FOR YOUR USE ❑ AS REQUESTED ❑ FOR REVIEW AND COMMENT ❑ FOR YOUR SIGNATURE COMMENTS: Signed: Corn Thom CC(Transmittal Only): Cory Kaip Sheny Sammons Corn Thom File G:►94t &nlnlTmn&nWs►9ee 031202 TmnT wn ta►ExpwWon vwg&doc 7405 SW Tech Center Drive,Sulte 150 • TlpaW.OR 9M3 • 503-6034M vdce • 503-603.0998 fax "Engineers for the Food Processing Industry" Mason County Permit Assistance Center Planning Intake Checklist Owners Name: a& �P_1rSo'n Date:—11 - W --p Project: Reviewed By:_SNZit) . Commercial Development: NO Comments: Planner: SAL GBM RAM MJ Site Plan: O North Arrow Property Dimensionis: A S �X o + Streets=4 Driveways Shown.Road name: All Existing Strictures dx wn with setbacks ,a"Well Location,Septic and Droin-field Shown with setbacks .e�Identify all surface water(streams,ponds, shoreline,wetlands, etc.) Topography(slopes) ,P- Proposed Structure Setbacks(Direction/Setback): F: �l 52 R: D S1:_NJ / Q.53S2:S 1 ,W Utility and Drainage Easament_s: Y No (if yes enter condition#5022) Other Easements q eee,95' o Accessory Appurtenances o 6 YR TIP Would you like to be present for site inspectio NO Shoreline-and Planning Info Setbacks:-Shoreline: / Slope: Shoreline Designation: Comprehensive Plan: Rural Zoning: I�ot Applicable ❑ Agricultural ❑ RR 2.55 1020 ❑ Urban ❑ In-holding 0 RMF 0 Rural 0 LTCFL 0 RC 1 . 2 3 0 Conservancy ,0'Rural , &-lu 0 Natural 0 RAC 0 RNR ❑ Unknown ❑ RCC-hamlet ❑* RT ❑ Urban Growth Area ❑ WR ❑ Unknown ❑ Unknown Water Body /(type of water if unnamed): SEPA: Yes N Flood Plain: YES NO (ggjil Map# Aquifer Recharge: YES N U o Map# Tags/Cases: RLC/SPI Case: �r -Year Dev.Moratorium: �� Eagle Nest Tag: YES rO Other YES O Addressing: Check box if needed Reviewed by: o County Access Permit Needed(add condition#/oo 10) o State Access Permit Needed(add condition#0020) Standard Conditions to be added to all Building permits that planning reviews:#5019 and#0700 Ne.ied:7nrmm MASON COUNTY PUBLIC WORKS DIRECTOR/COUNTY ROAD ENGINEER DATE: August 29", 2003 INTER-DEPARTMENTAL COMMUNICATIONS \� TO: Rick Mraz,DCD—Planner Tammy Griffey,DCD—Building Inspector FROM: Alan A.Tahja, P/W-Co. Hydr. Engr. WO#PLG-03 SUBJ: SSP Plan Review NAME: Stretch Island Fruit Company-Grapeview - O 003-00141 Rick, The Stormwater Site Plan(SSP)prepared for the proposed expansion of the Stretch Island Fruit Company in Grapeview,has been received and reviewed by Public Works. The permanent stormwater quality control features provide for treatment of stormwater runoff from impervious areas,and mitigates potential downstream impacts by detaining and releasing runoff discharges at prescri�ed/acceptable rates. An Operation and Maintenance(O&M) Covenant has already been created and is in effect for the existing stormwater control features, so maintenance issues related to the constructed features have already been satisfied. Public Works requests to be notified when the stormwater features have been completed, so that an inspection may be performed to verify that the constructed features conform to the approved plans. Please feel free to contact me at County extension 461 if you have any questions regarding these comments,or if you feel any features need further discussion or attention. S'1pre ly, A n A. Tahj F31e: B:kWP\StrmatrkROVIOVs\Strtch-I-Fruit-2R3.doc 1VASON='COUNTY PUBLIC WORKS DIRECTORICOUNTY ROAD ENGINEER Shelton,WUW Wn 98584 - DATE: Augu$t -29". 2003 INTER DEPARTMENTAL COMMUNICATIONS TO: Rick Mraz,DCD Planner Tammy Griffey,DCD-Building Inspector FROM: Alan A. Tahja, P/W- Co. Hydr. Engr. WO#PLG-03 SUBJ: SSP Plan Review NAME:.Stretch Island Fruit Company-Grapeview m COM2003-00141 Rick, The Stormwater Site Plan(SSP)prepared for the proposed expansion of the Stretch Island Fruit Company in Grapeview,has been received and reviewed by Public Works. The permanent stormwater quality control features provide for treatment of stormwater runoff from impervious areas,and mitigates potential downstream impacts by detaining and releasing runoff discharges at prescri�ed/acceptable rates. An Operation and Maintenance(O&M)Covenant has already been created and is in effect for the existing stormwater control features, so maintenance..,issues related to the constructed features have already been satisfied. Public Works requests to be notified when the stormwater features have been completed, so that an inspection may be performed to verify that the constructed features conform to the approved plans: Please feel free to contact me at County extension 46 1,if you have-any questions regarding these comments,or if you feel any features need further discussion or attention. S' c rely, ,tc An A. Tahj File H:IWP\StzmwtrkReviewzkstrtch-I-Fruit-2K3.doc ���r o3 by Date: m Work Order - PERMITS: �jC��KI Number Requested by::Authorized by:by: Date: ' Type of Work: 09, Z sic u w CHARGE TO: -------- RECEIVEDNAME AGENCY/COMPANY _ ,�►�,.., AUG 26 20 BILUNG ADDRESS PHONE MASON M loutm in Charge: •A :::r. ^ '7Xa`re..•.vv v.+.'+t+-h't^`f4?X :N.:PorC;?3Yg006 'y -:r;r'£.• $. .. (C) ProjectTknii Una: (from.to d8t TO Project Start dab: $ 9 03 Es*ndW FlNsA Odc mad, -han: ESTIMATED TOTAL$'a: COST ESTIMATE (D) P3t4 ��"Pb._�'._ t Lion l FrIme% TOTAL$ 2 mm BSIE TOTAL sus EQUIPMENT USED: i Y MATERIAL USED: --_ (>� AMW Cost = BARS: PROd#.- DATE uww Bite Hours AWbW Fringe% TOTAL i EQUIPMENT USED: jog TOTAL f'S MATERIAL USED: TOTAL ALL Ial BILLED DATE Iwo PAID DATE REC.s CKx rt�efc C ow• o 3 t , PtANWG STORM DRAINAGE ANALYSIS FOR: THE STRETCH IS.FRUIT COMPANY EXPANSION PROJECT CLIENT: RONSAGERSON STRETCH ISLAND FRUIT,INC. 16371 E STATE ROUTE 3 PO BOX 10" ALLEN,WA 98524 360 PHONE ( )275-6050 FAX: 360-275-6184 BY: N.L.OLSON AND ASSOCIATES,INC. 2453 BETHEL AVE.SE PORT ORCHARD,WA 98366 (360)876.2284 JOB NO.5759-03 AUGUST,2003 STORM 1) [AGE ANALYSIS THE STRETCH IS.FRUIT COMPANY EXPANSION PROJECT TABLE OF CONTENTS I. INTRODUCTION......................................................................PG. 1 II. PROPOSED STORMWATER IMPROVEMENTS....................PG. 1 III. UPSTREAM ANALYSIS......................................... ..................PG. 1 IV. DOWNSTREAM ANALYSIS..................................................... PG. 1 V. EROSION AND SEDIMENTATION CONSTRUCTION IMPACTS MITIGATION........................................PG. 2 VI. DESIGN CALCULATIONS: A. PARAMETERS............................................................PG.2 B. STORMWATER FACILITY DESIGN..........................PG. 3 1. EXISTING CONDITIONS.................................110. 3 2. DEVELOPED CONDITION c.......... . 3. HYDROGRAPH SUMMAR Y.. . .................. 4. DETENTION SYSTEM DESIc_,N..................... PG. 5 5. SEDIMENT POND DESIGN...........................PG. 6 6. EMERGENCY OVERFLOW DESIGN...............PG. 6 7. CONVEYANCE ANALYSIS...........................PG. 7 8. DESIGN DATA..................................... PG. 7 - 15 APPENDIX A-LIST OF FIGURES FIGURE 1 -VICINITY MAP FIGURE 2 -DEVELOPED CONDITIONS MAP FIGURE 3 -DEVELOPED CONDITIONS AREA MAP FIGURE 4 -RUNOFF CURVE NUMBERS FIGURE 5 - "n" AND "k" VALUES FIGURE 6 -2-YEAR,24-HOUR PRECIPITATION FIGURE 7 - 10-YEAR,24-HOUR PRECIPITATION FIGURE 8 - 100-YEA11,24-HOUR PRECIPITATION FIGURE 9- SCS SOILS MAPPING FIGURE 10-POND VOLUME CORRECTION FACTOR APPENDIX B—MARCH 7 1994 STORM DRAINAGE ANALYSIS STRETCH ISLAND FRUIT CO. Storm Drainage Analysis f Stretch Is.Fruit Company Expansion Page 1 of 15 I. INTRODUCTION: Stretch Island Fruit Company is proposing to construct a 1400 sf maintenance shop(replacing an existing trailer),and approximately 15,300 sf of parking area and approximately 1500 sf of expanded driveway. In addition,a building pad approximately 7600 sf in size is being reserved for future process expansion. The approximately 5 acre site is located north of and adjacent to State Highway 3 approximately 2 miles south of Allyn,and is situated in the northeast quarter Section 31,Township 22 North,Range 1 West,W.M.,Mason County,Washington. The proposed site is zoned Rural Industrial. A Special Use Permit has been granted for this proposal. The proposed site slopes gently toward the west-northwest with slopes generally around 50/040%0. The site has an existing processing facility,office,and :, , ', ! boil it -� and parking (approximately 2 0 sf of impervious surface). An exi ; having been installed with improvements performed in 1994. lion purpos,.�, . stormwater runoff,the existing conditions will be the site prior to 1994 per the attached storm report prepared by this office in March of 1994(see Appendix B). The USDA Soil Conservation Service(SCS)classifies native soil on the site as Alderwood,gravelly sandy loam, 5 to 15 percent slopes. Based on soils investigations done for the previous report and recent soils investigations, the soils are assumed to by a hydrologic Grr -, <' (,::•,, ^ II. PROPOSED STORMWATER IMPROVEMENTS: The proposed stormwater improvements will be an expansion of the improvements done in 1994 by extending the system of catch basins to the proposed parking area to intercept and convey on- site developed runoff to the improved detention pond system.The improved pond is designed with 0.5' of dead storage and divided it -;wo cells rwi-the Story, r Man!,emen' 'Janv.-I the Puget Sound Basin. The live storm J,{ ' ' stormwater runoff from the post developed s)tc ;:;� to the 1 w-y z ar storm, � . �ierect to match 50%of the 2 year,and the 10,and 100 year predeveloped flow rates. III. UPSTREAM ANALYSIS: Runoff from State Route 3 and discharge from the culvert on the east side of the Highway are diverted around the south side of the site. Any upstream runoff east of the improved area will be diverted to the north, therefore,no significant upstream runoff affects the proposed improved storm system. IV. DOWNSTREAM ANALYSIS: Downstream flow is unchanged from the 1994 Storm Drainage Analysis contained in Appendix B. Storm Drainage Analysis Stretch Is.Fruit Company Expansion Page 2 of 15 V. EROSION AND SEDIMENTATION CONSTRUCTION IMPACTS NIITIGATION: The potential erosion and sedimentation impacts during the construction of this project include transporting and depositing sediments off the site.During the required earthwork a portion of the site will be disturbed.The vegetative cover will be removed and the soil exposed. Efforts to mitigate these potential impacts include the construction of silt fences. VI. DESIGN CALCULATIONS: A.PARAMETERS: 1. Stormwater Runoff: In accordance with the Stormwater Mangement Manual for the Puget Sound Basin,runoff shall be computed using the SCS-based hydrograph method, Santa Barbara.Urban Hydro r l , ' given a TYPE 1 A rainfall distribution(See attached figures in Appendix A., G�r R w l off cul . Numbers, fin" and"k"Values and 2-year, 10-year, and 100-year 24-hour Precipitation Isopluvia; Maps.). 2. Water Quality Mitigation: Per the Stormwater Mangement Manual for the Puget Sound Basin,a biofiltration swale is proposed for water quality mitigation. The biofiltration swale will be sized to treat the runoff volume generated by the post development 6-month,24-hour design storm. 3. Technical requirements. In accordance with the Stormwater Mangement Manual for the Puget Sound Basin. 4. Computer Software Used: Computer software used is STORMSHED SOFTWARE FOR HyDROLt (Version 6.1.6.6) by Engenious Systems,Inc. and HYDRAULIC CALCULATORS by En€ ;;t www.engenious.net. 5. Rainfall Precipitation: P2=3.4 Inches @ 2-Year,24-Hour Precipitation P 6 Month=2.2 Inches @ 64%of 2-Year,24-Hour Precipitation P10=.4.8 Inches @ 10-Year,24-Hour Precipitation P 100=6.9 Ir ghes @ 100-year,24-hour Precipitation 6. Area delineation for Basins: AeX=Existing Area Adev=Developed Area Storm Drainage Analysis Stretch Is.Fruit Company Expansion Page 3 of 15 7. Time of Concentration TO for the SBU14 Method will be determined using STORMSHED with the equation as follows: Tc=0.42(ns*L)0.8/[(P2)0.5*(so)0.4] (initial sheet flow @ 300 t.maximum distance) +SUM L/[V*60] q where: P2=2-Year Rainfall Precipitation,in. L=Flow Length,FT. V=Velocity,FPS=k(so)1/2 ns=Manning's Roughness Coefficient so=Slope,FT/FT 8. The Emert ency Overflow Spillway length was sized using the equation for abroad-crested trapezoidal weir, L= [Q/(3.21*H'-')]—2AH2 Where: L=Length of bottom of weir in feet Q= 100-year,24-hr post-development flow rate H=Height of emergency overflow water surface in feet(0.2' minimum) 9. The Biofiltration Swale has been sized using Manning's Equation for Open Channel Flow, Q=(1.49/n)*A*R0.667*S1/2 where: Q=Design Flow Rate,CFS n=Manning's Roughness Coefficient n=0.20 @ Water Quality n=0.035 @ Water Quantity A=Cross-sectional Area,SF R=Hydraulic Radius,FT=A/wetted perimeter(P) S= Slope,FT/FT • Storm Drainage Analysis Stretch Is.Fruit Company Expansion Page 4 of 15 B. STORMWATER FACILITY DES GN: 1. Existing Conditions The existing site(Aex=5.03 acres—2.4 acres to remain undeveloped=2.63)is analyzed for the relative proportions of pervious and impervious surfaces.The following conditions are assumed for the site: Site Parameters 1.57 acres original pervious(pre-1994)bare ground and brush with trees CN=83 0.39 acres pervious,brush with trees (modified with proposal) CN= 81 0.67 acres impervious area(pre-1994) CN=98 These runoff curve numbers are taken from Table III-1.3 of the Stormwater Management Manual for the Puget Sound Basin(see Figure 4 in Appendix A). Time of Concentration Pervious and Impervious flow: Reach 1 Sheet for 50 LF @ 0.60% 4 n=0.011 Reach 2 Sheet for 250 LF @ 5.08% 4 n=0.05 Reach 3 Sheet for 180 LF @ 0.56% 4 k=3 Te=20.1 minutes See Appendix B Figure 2 for the Existing conditions site map. 2. Developed Conditions The developed area(Adev=5.03 acres)is analyzed for the relative proportions of pervioi end impervious surfaces. The following conditions are assumed for the site basin: Basin Parameters 2.4 acres to remain trees and brush(not captured) 90%Impervious=2.36 acres of asphalt buildings,driveway,and road CN=98 10%Pervious =0.27 acres landscaping or grass CN=86 Time of Concentration: Pervious flow: Assume Tc=5 minutes minimum Impervious flow: Assume Tc=5 minutes minimum See Appendix A for the Developed conditions site map. • Storm Drainage Analysis Stretch Is.Fruit Company Expansion Page 5 of 15 3. Hydroaraph Summary: Basin information as shown above was entered into STORMSHED software to develop runoff hydrographs for the predeveloped and developed conditions. Peak flow rates for the hydrographs are as follows:. Event Description-Storm Event 0 WFS) 2 yr Predeveloped Existing 2-yr,24-hr 0.93_(50%=0.47 cfs) 10 yr Predeveloped Existing 10-yr,24-hr 1.61 100 yr Predeveloped Existing 100-yr,24-hr 2.68 2 yr Developed Developed 2-yr,24-hr 1.96 10 yr Developed Developed 10-yr,24-hr 2.82 100 yr Developed Developed 100-yr,24-hr 4.12 6-month Developed Developed 6-month, 24-hr 1.20 4. Detention System Design: The proposed detention pond with orifice control structure has been modeled with the Stormshed computer program. a. The Control Manhole: ID=Orifice is designed to allow a proportionate release from the detention system through multiple orifices to match 50%of the 2-year,the 10-year,and `100-year allowable flows. The existing outlet on the control structure will be refitted with a bottom orifice of 3 5/16",a second orifice 6 '/4"in diameter at elevation 148.69,and a third orifice 6 1/4"in diameter at elevation 148.72. b. Storage Volume: Given a level pool analysis, the storage pond provides 11,360 cf of live storage volume with the staged storage as follows (see Design Data for design pond volumes): Dead Storage Elev. = 146.00 ft Live Storage Elev. = 146.50 ft Control Structure Outlet Elev. = 146.29 ft 2-Yr Peak Stage = 148.68 ft 10-Yr Peak Stage = 148.97 ft 100-Yr Peak Stage = 149.53 ft c. Correction Factor: Given a developed area(pond catchment)that is 90%impervious— The correction factor is 46%(see Fig 10). See Design Data for final volumes of the actual pond. The actual 100 yr storage volume after correction is approximately 16,840 cf. ' Storm Drainage Analysis Stretch Is.Fruit Company Expansion Page 6 of 15 5. Biofiltration Swale Design: A biofiltration swale is used to provide water quality treatment of stormwater runoff from the 6- month storm event. In addition, the calculated runoff generated from the 100-year storm is also routed through the ;designed biofiltration swale to ensure maximum scouring velocity is not exceeded. In this case,the existing biofiltration swale located at the pond exit will be improved to treat the new runoff rates. The following parameters are used to design the biofiltration swale: Flows for Quality: 6-month outflow from pond=0.35 cfs(see design data) Flows for Stability: Developed 100-yr(assume overflow)=4.12 cfs Biofdtration Swale Criteria: Swale Length 100 feet Bottom Width 3.5 feet Side Slopes 3H:l V Longitudinal Slope 1.5 Percent Manning"n"for Quality 0.20 Manning"n"for Quantity 0.035 Flow Depth for Quality 0.25 ft(3 inches)maximum Residence Time for Quality 5 Minutes Minimum Velocity for Quality 1 Foot Per Second Maximum Velocity for Stability 3.5 feet Per Second Maximum Biofiltration Swale Flow Results(a-,) 100 ft long and 3S 'si•icie: 6-Month Flow Depth 0.25 ft 6-Month Flow Velocity 0.33 fps 6-Month Flow Residence Time 305 sec(5.1 min) 100-Year Flow Depth 0.38 ft 100-Year Flow Velocity 2.3 fps 6. Emergency Overflow Design: The emergency overflow spillway length was sized using the following criteria and data: Q 4.12 cfs(100 year peak flow) Storm Drainage Analysis Stretch Is.Fruit Company Expansion Page 7 of 15 L= [Q/(3.21*H'.5)]—2AH2 Use H=0.5' L [4.12/(3.21*0.5''5)]-2.4*0.52=3.0 ft Use L=6 ft(minimum) 7. Conveyance Analysis: A conveyance basin was analyzed to determine contributing runoff during the 100-year storm event. The conveyance basin had approximately 0.33 acres less contributing area that the overall pond catchment area(see Fig. 3). The pipe from CB#15 to the outfall in the pond was analyzed for conveyance during the 100 year storm event using the Engenious Pipe Flow Calculator using a Mannings"n"value of 0.012: Pipe Length Dia Slope Maximum Capacity Design Flow From CB#15 to pond 140 ft 12" 1.00% 3.7 cfs 3.5 cfs 8. Design Data: STORMSHED DESIGN DATA The following data is a copy of the history file. Only headings have been modified to simplify the data organization. Contents: 4 Level Pool Results a. Summary Table + showing matching hydrographs b. Control Structure Parameters c. Level Pool Structure Parameters d. Actual Detention Pond Parameters e. Design Detention Pond Parameters 4 Basin Data: a. Predeveloped Basin 24-hr events b. Developed Basin 24-hr events c. Conveyance Basin 24-hr 100 yr event 4 Hydrograph Summary Data: a. Hydrograph Summaries for PreDeveloped 2, 10, and 100 year storm b. Hydrograph Summaries for Developed 2, 10, 100 and year storm c. Discharge Hydrographs from bottom outlet of pond d. Discharge Hydrograph for 6-month storm Storm Drainage Analysis Stretch Is.Fruit Company Expansion Page 8 of 15 LEVEL POOL RESULTS: RLPCOMPUTE[Level Pooq SUMMARY 2 yr Match Q:0.4653 cfs Peak Out Q: 0.4601 cfs-Peak Stg: 148.68 ft-Active Vol: 0.1636 acft 10 yr Match Q: 1.6089 cfs Peak Out Q: 1.5981 cfs-Peak Stg: 148.97 ft-Active Vol:0.1971 acft 100 yr Match Q:2.6823 cfs Peak Out Q:2.4725 afs-Peak Stg: 149.53 ft-Active Vol:0.2609 acft 6-month Match Q: 0.4035 cfs Peak Out Q: 0.3494 cfs-Peak Stg: 147.67 ft-Active Vol: 3303.85 cf Control Structure ID: Multiple Orifice 2 -Multiple Orifice Structure Descrip: Multiple Orifice Start El Max El Increment 146.2900 ft 150.5000 ft 0.10 Orif Coeff: 0.62 Bottom El: 144.29 ft Lowest Diam: 3.3125 in out to 2nd: 2.3900 ft Diam: 6.2500 in 2nd to 3rd: 0.0400 ft Diam: 6.2500 in Node ID: Level Pool Desc: Pond Start El: 146.5000 ft Max El: 150.5000 ft Contrib Basin: Contrib Hyd: Storage Id: Design pond Discharge Id: Multiple Orifice 2 Node ID: Actual Pond Desc: Actual stage storage Start El: 146.5000 ft Max El: 150.5000 ft Contrib Basin: Contrib Hyd: Stage Area Volume Volume 146.50 3304.00 0.00 cf 0.0000 acft 147.50 4586.00 3945.00 cf 0.0906 acft 148.50 5960.00 9218.00 cf 0.2116 acft 148.60 6670.00 9849.50 cf 0.2261 acft 149.50 7685.00 16309.25 cf 0.3744 acft 150.50 8877.00 24590.25 cf 0.5645 acft Node ID: Design pond Desc: Actual stage storage Start El: 146.5000 ft Max El: 150.5000 ft Contrib Basin: Contrib Hyd: Stage Input Volume Volume 146.50 0.00 cf 0.00 cf 0.0000 acft 147.50 2702.00 cf 2702.00 cf 0.0620 acft 148.50 6314.00 cf 6314.00 cf 0.1449 acft Storm Drainage Analysis Stretch Is.Fruit Company Expansion Page 9 of 15 148.60 6746.00 cf 6746.00 of 0.1549 acft 149.50 11171.00 cf 11171.00 cf 0.2565 acft 150.60 16843.00 of 16843.00 cf 0.3867 acft BASIN.DATA: Predeveloped Event Summary: BasinlD Peak Q Peak T Peak Vol Area Method Raintype Event (Cfs) (hrs) (ac-ft) ac /Loss Predeveloped 0.93 8.17 0.4269 2.63 SBUWSCS TYPEIA 2 yr Predeveloped 1.61 8.00 0.7003 2.63 SBUWSCS TYPEIA 10 yr Predeveloped 2.68 8.00 1.1311 2.63 SBUWSCS TYPEIA 100 yr Drainage Area: Predeveloped Hyd Method: SBUH Hyd Loss Method: SCS CN Number Peak Factor. 484.00 SCS Abs: 0.20 Storm Dur: 24.00 hrs Intv: 10.00 min Area CN TC Pervious 1.9600 ac 82.60 0.34 hrs Impervious 0.6700 ac 92.00 0.34 hrs Total 2.6300 ac Supporting Data: Pervious CN Data: original pery 83.00 1.5700 ac new pervious 81.00 0.3900 ac Impervious CN Data: original impervious 92.00 0.6700 ac Pervious TC Data: Flow type: Description: Length: Slope: Cceff Travel Time Sheet reach 1 50.00 ft 0.60% 0.0110 1.09 min Sheet reach 2 260.00 ft 5.08% 0.0500 5.66 min Shallow reach 3 180.00 ft 0.56% 3.0000 13.36 min Impervious TC Data: Flow type: Description: Length: Slope: Coeff: Travel Time Sheet reach 1 50.00 ft 0.60% 0.0110 1.09 min Sheet reach 2 250.00 ft 5.08% 0.0500 5.66 min Shallow reach 2 180.00 ft 0.56% 3.0000 13.36 min Developed Event Summary: BasinlD Peak Q Peak T Peak Vol Area Method Raintype Event (cfs) (hrs) (ac-ft) ac /Loss Developed 1.96 8.00 0.6680 2.63 SBUWSCS TYPEIA 2 yr Developed 2.82 8.00 0.9713 2.63 SBUWSCS TYPEIA 10 yr Developed 4.12 8.00 1.4286 2.63 SBUWSCS TYPEIA 100 yr Developed 1.20 8.00 0.4054 2.63 SBUWSCS TYPEIA 6-month Drainage Area: Developed Hyd Method: SBUH Hyd Loss Method: SCS CN Number Peak Factor 484.00 SCS Abs: 0.20 Storm Drainage Analysis Stretch Is.Fruit Company Expansion Page 10 of 15 Storm Dur. 24.00 hrs Intv: 10.00 min Area CN TC Pervious 0.2700 ac 86.00 0.08 hrs Impervious 2.3600 ac 98.00 0.08 hrs Total 2.6300 ac Supporting Data: Pervious CN Data: Site Pervious area 86.00 0.2700 ac Impervious CN Data: Total impervious 98.00 2.3600 ac Pervious TC Data: Flow type: Description: Length: Slope: Coeff: Travel Time Sheet 5 minutes minimum 31.70 ft 1.00% 0.1500 5.00 min Impervious TC Data: Flow type: Description: Length: Slope: Coeff: Travel Time Sheet 5 minutes Minimum 31.70 ft 1.00% 0.1500 5.00 min conveyance Event Summary: BasinlD Peak Q Peak T Peak Vol Area Method Raintype Event (cfs) (hrs) (ac-ft) ac /Loss conveyance 3.50 8.00 1.2146 2.23 SBUH/SCS TYPEIA 100 yr Drainage Area: conveyance Hyd Method: SBUH Hyd Loss Method: SCS CN Number Peak Factor: 484.00 SCS Abs: 0.20 Storm Dur. 24.00 hrs Intv: 10.00 min Area CN TC Pervious 0.2000 ac 86.00 0.08 hrs Impervious 2.0300 ac 98.00 0.08 hrs Total 2.2300 ac Supporting Data: Pervious CN Data: Conveyed pervious 86.00 0.2000 ac Impervious CN Data: Conveyed impervious 98.00 2.0300 ac Pervious TC Data: Flow type: Description: Length: Slope: Coeff: Travel Time 5 minutes minimum 5.00 min Impervious TC Data: Flow type: Description: Length: Slope: Coeff. Travel Time 5 minutes Minimum 5.00 min HYDROGRAPH SUMMARY DATA: Hydrograph ID: Predeveloped -2 yr Area: 2.6300 ac Hyd Int: 10.00 min Base Flow: Peak Flow: 0.9306 cfs Peak Time: 8.17 hrs Hyd Vol: 0.4269 acft Hydrograph ID: Predeveloped - 10 yr Area: 2.6300 ac Hyd Int: , 10.00 min Base Flow: • Storm Drainage Analysis Stretch h.Fruit Company Expansion Page 11 of 15 Peak Flow: 1.6089 cfs Peak Time: 8.00 hrs Hyd Vol: 0.7003 acft Hydrogmph ID: Predeveloped - 100 yr Area: 2.6300 ac Hyd Int 10.00 min Base Flow: Peak Flow:. 2.6823 cfs Peak Time: 8.00 hrs Hyd Vol: 1.1311 acft Hydrograph the Developed -2 yr Area: 2.6300 ac Hyd Int 10.00 min Base Flow: Peak Flow: 19554 cfs Peak Time: 8.00 hrs Hyd Vol: 0.6680 acft Hydrograph ID: Developed - 10 yr Area: 2:6300 ac Hyd Int: 10.00 min Base Flow: Peak Flow: 2.8205 cfs Peak Time: 8.00 hrs Hyd Vol: 0.9713 acft Hydrograph ID Developed - 100 yr Area: 2.6300 ac Hyd Int: 10.00 min Base Flow: Peak Flow: 4.1158 cfs Peak Time: 8.00 hrs Hyd Vol: 1.4286 acft Hydrogmph ID: 2-yr out Area: 2.6300 ac Hyd Int: 10.00 min Base Flow: Peak Flow: 6.4601 cfs Peak Time: 10.00 hrs I iyd Vol: 0.6687 acft Hydrogmph ID: 10 yr out Area: 2.6300 ac Hyd Int: 10.00 min tk- Peak Flow: 1.5981 cfs Peak Time: 8.33 hrs Hyd L Hydrogmph ID: 100-yr out Area: 2.6300 ac Hyd Int 10.00 min Base Flow: Peak Flow: 2.4725 cfs Peak Time: 8.33 hrs Hyd Vol 1.4188 acft Hydrogmph ID: 6-month out Area: 2.6300 ac Hyd Int: 10.00 min Base Flow: Peak Flow: 0.3494 cfs Peak Time: 9.33 hrs Hyd Vol: 0. JJ • PACTE )2 OF I3 L E cf) O Ne' co CO 0 'a CD C to Lo Lo CD to to C 0611: 60666 tm d vvvVCo W -W M Co to M 3 o Q 8 � ooNNM 000000 O Lyo.. Co Lo i*! W) C CANCAgN 0 CD CO CA m Q � � tflCti �p� ti N M M 9 CO 8 ao � M V to CO I- CO Q to to to CC to to yCC1� 0600oAo V W It V o T.- V- V- V- e- e- PAGE 13 OF 15 Ditch Reach Calculator '�s�►sir I11C. i$1O F1L 1 / A*rIOAJ SWALE Ditch Bottom(ft): Top of Bank(ft): ......r•• 2.O ft. 3.5 ft. 20 ft. Toggle caicuiators Ditch Length(ft): 0. gs'n': 100.0 Ditch Slope(o�u): Toggle for SINS Units US Units Left Sideslope(h:lv): Right Sideslope(h:iv): 3.0 3.0 Depth of Flow(ft): Flow Rate(cfs): ft 0.35 cfs The full flow is: 19.'1:'(11 F, cfs The full velocity is: 1.016' The DepthAt 0.35 cfs is: 0.2534 ft The Critical Depth at 0.35 cfs is: 0.0664 ft The Hydraulic Radius at 0.35 cfs is:0.2116 ft The Topwidth at 0.35 cfs is: 5.0204 ft The wetted Perimeter at 0.35 cfs : - S.?")r, The Area At 0.35 cfs is: 1.0195 st This page maintained by Enoenio�s Svsterr C. PAGE )1�OF I3 V§Wr7Yt—t1eAT"?,nC. �' loin Ditch Reach Calculator g-E p F i LTR ATI ON SWAL E Home Ditch Bottom(ft): Top of Bank(ft): 'IQ=. . 3.5 & 2.0 ft. Caieuh1QM Ditch Length(ft): Mannings'if: 100.0 ft. 0.035 Ditch Slope(%): Toggle for SUMS Units 1.5%. US Units Left Sideslope(h:Iv): Right Sideslope(h:Iv): 3.0 3.0 Depth of Flow(ft): Flow Rate(cfs): ft 4.12 cfs The full flow is: 110.4047 cfs The full velocity is: 5.8109 fps The DepthAt 4.12 cfs is: 0.3809 ft The Critical Depth at 4.12 cfs is: 0.3183 ft The Hydraulic Radius at 4.12 cfs is:.0.2993 ft The Topwidth at 4.12 cfs is: 5.7854 ft The wetted Perimeter at 4.12 cfs is: 5.909 ft The Area At 4.12 cfs is: 1.7684 sf This page maintained by awious Systems.Inc. PA&E 1S OF 15 pious tor Pipe Flow Calcula MEN yS#ems, Inc. CB* 15' To -POA/ D Home Pipe Diatn(ft) Pipe Slope(%): 1000000 _ .�.. 1 1 cajguiators Pipe Length(ft): Mannings V: 140 ft. 0.012 Toggle for SI/US Units US Units Depth of Flow(ft): Flow Rate(cfs): ft 3.50 cfs The full flow is: 3.8701 cfs The full velocity is: 4.9276 fps The DepthAt 3.50 cfs is: 0.7461 ft The Critical Depth at 3.50 cfs is: 0.7992 ft The Hydraulic Radius at 3.50 cfs is: 0.3014 ft The Topwidth at 3.50 cfs is: 0.8705 ft The wetted Perimeter at 3.50 cfs is: 2.0854 ft The Area At 3.50 cfs is: 0.6285 sf This page maintained by hOfflWM Systems.tric. APPENDIX A-LIST OF FIGURES t J n +110 i u STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN Table III-1.3 -SCS Western Washington Runoff Curve Numbers (Published by SCS in 1982) "''Runoff curve numbers for selected agricultural, suburban and urban land use for Type lA rainfall distribution 24-hour storm duration. LAND USE DESCRIPTION CURVE NUMBERS BY HYDROLOGIC SOIL GROUP A B C D Cultivated land 1 s winter condition 86 91 94 95 Mountain open areas: low growing brush & grasslands 74 82 89 92 Meadow or pastures 65 78 89 Wood or forest lands undisturbed 42 64 76 81 Wood or forest lands young second growth or brush 55 72 81 86 Orchards with cover crop_ 81 88 92 94 Open spaces, lawns, parks, golf courses, cemeteries, landscaping. Good conditions grass cover on z75% of the 68 80 90 area Fair conditions grass cover on 50-75% of 77 85 90 92 the area Gravel roads & parking lots: 76 85 89 91 Dirt roads & parkin g lots: 72 82 87 89 Impervious surfaces, pavement, roofs etc. 98 98 98 open water bodies; lakes, wetlandsponds etc: 100 100 100 100 Single family residential(2): Dwelling Unit/Gross Acre %Impervious(3) Separate curve number 1.0 DU/GA 15 shall be selected for 1.5 DU/GA 20 °; pervious & impervious 2.O DU/GA 25 portions of the site 2.5 DU/GA 30 or basin 3.0 DU/GA 34 3.5 DU/GA 38 4.0 DU/GA 42 4.5 DU/GA 46 5.0 DU/GA 48 5.5 DU/GA 50 6.0 DU/GA 52 6.5 DU/GA 54 7.0 DU/GA 56 PUD•s, condos, apartments, %impervious commercial businesses & must be industrial areas computed (1) For a more detailed description of agricultural land use curve numbers refer to National Engineering Handbook, Sec. 4, Hydrology, Chapter 9, August 1972. (2) Assumes roof and driveway runoff is directed into street/storm system. (3) The remaining pervious areas (lawn) are considered to be in good condition for these curve numbers. F16• III- - FEBRUAR , 1991 STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN Table III-1.4 "n" AND "k" Values Used in Time rCalculations for Hydrographs 1 "n," Sheet Flow Equation Manning's Values (for the initial 300 ft. of travel) n. Smooth surfaces (concrete, asphalt, gravel, or bare hand packed soil) 0.0116m Fallow fields or loose soil surface (no residue) 0.05 Cultivated soil with residue cover (ss 0.20 ft/ft) 0.06 cultivated soil with residue cover (s> 0.20 ft/ft) 0.17 Short prairie grass and lawns 0.15 Dense grasses 0.24. Bermuda grass - 0.41 Range (natural) 0.13 Woods or forest with light underbrush 0.40 Woods or forest with dense underbrush 0.80 *Manning values for ariest flow only, from Overton and Meadows 1 (See TR-55, ) "k" Values Used in Travel Time/Time of Concentration Calculations Shallow Concentrated Flow (After the initial 300 ft. of sheet flow, R = 0.1) k, 17 Forest with eavy ground litter and meadows (n = 0.10) 2. Brushy ground with some trees (n = 0.060) 5 3. Fallow or minimum tillage cultivation (n = 0.040) ,, 8 4. High grass (n = 0.035) 9 5. Short grass, pasture and lawns (n = 0.030) 11 6. Nearly bare ground (n = 0.25) 13 7. Paved and gravel areas (n = 0.012) 27 Channel Flow (intermittent) (At the beginning of visible channels R = 0.2) kc 1. Forested swa e with eavy ground litter (n ) 2. Forested drainage course/ravine with defined channel bed (n 0.050) 10 3. Rock-lined waterway (n = 0.035) 15 4. Grassed waterway (n = 0.030) 17 S. Earth-lined waterway (n = 0.025) 20 6. CMP pipe (n = 0.024) 21 7. Concrete pipe (0.012) 42 S. Other waterways and pipe 0.508/n Channel Flow (Continuous stream, R = 0.4) 9. Meandering stream with some pools (n 0.040) 20 10. Rock-lined stream (n 0.035) 23 11. Grass-lined stream (n = 0.030) 27 12. other streams, man-made channels and pipe 0.807/n** t ) III-l_X6 FEBRUARY, 1992 r i� �r�,: is 46Y`�1 •!'E 40 NE 40 ij MAI 50 45 WAS MILES Figure 25 TENTHS OF INCH ..♦ hY�+k`;. :fie#,`r ,e y.�\� V • r • - to ri UP 4ar .♦f t_ 17.5 1 : —.*Z �--"NJ.% x 47 VA t:!A All Ohl POW 1 _}�♦C�- 4 '� �Irk��'i �., � ,, �• • ' a �irrr -71 117 IV P. iz C, y �� �L � , t -A t � � I -I M f S4 'p / , t h lYVt V'to 4 � (i� i � tom " � 1 brR R' . i• r i 4L �x f -A P t k a7 I � c n , Z66T 'Jt2ilinZlHS�i £-T-III ��06 COn� �iAu�i uts oob 08 OS of of 0 M s� oz u oe T Ob S6 OS �asop Sno'Fn,3edmI e3't8 uo POSWG 94M Tos-4voa uo-;nozz uwgmees3g o4 paTTddy eq o4 zo4ova uo' OIZCO OwnJOA T.T-III InMOld HIM aNnOS Z39nd MM uOJ •IKnNrdLi ZNKRZDVKVK *dZlVbMOSS II a IHOJZH WHois b661-9 xiauHaad g l ' ow oil R. Tbo a . ow fill) }N ,r+' L 0 n ared' a n �z jig LL� � � ne n g b �WT n ma IMF �►, ,^ 9 , sr s /ws "� —— e a • C5�y�3�^ N - ts .�. 131 — a? V lit N 6, o Sj f � g \ � ,, � •� ,,•: • is cat •� �� �.� Ko a^ VI c '1, I sSik'W y ti ya 3 a 1 41Fig* m •'\ N21+50, 'I I 1 �g IN 1 I \ '•\ 7'b � f ' \ u p i b F U� oil I tg'a RI S'1 I aid wa e , a.^7 � ,., • � W a � b 1 \45 31111 16 b 'i tS N z Li Rib _ -- '. .. 2 .fib e m _n Wa �y�ppj,� t 8; �Q d i s � � >q g R M W� a s, � � Q W tS Lf ?3 tS LS 71 LS tS LS C LS tS LS LS LS LS LS LS LS LS � Li mom cj Nis lag Big VIM . - O _� ! N CI�IL�O S _�\� �•� I b\ ' L aa is v! c►roct x a v Q � e I \ctrzc a.00rroo Ns , � s� '* �r � 1 LSd� •p� p � F • =F \ I� i y it ' Y '':'� �•�v i It j �� of ��! •\ .\ � : � i � �� '* � - : R f d a s I I r �}a d &i V 3 lei '' --- a '•+' --- - $ ?3R 2 ------ ----- "� too k y y i"i 1 I o r --- _ off—�� _ �`=t�i N o 400n _ go PLANNING STORK DRAINAGE ANALYSIS RE USING CEIVED SAWA BARBARA URBAN HYDROGRAPH 1G 1 g 1003 FOR: 426 W. CEDAR St' STRETCff ISLAND FRUIT CLIENT: STRETCH ISLAND FRUIT P.O , BOS 570 GRAPEYIEWs, Nil 98546 (206) 275-6050 ATTN: MR. RON SAGERSON PREPARED BY: N.L. OLSON AM ASSOCIATES, INC. 2453 BBTMBL ROAD SE PORT ORCB,AribMA 98366 (206) 876-2284 JOB NO. 4408-93 EXPIRES 7-29-9.5 MARCH 7, 1994 1 ISLM FRUIT TAM OF CONTBPTS I. INTRODUCTION. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .PG. 1 II. UPSTREAM ANALYSIS. . . . . . . . . . . . . . . . . . . . . . . . . . . . . .PG. 1 III. DOWNSTREAM ANALYSIS. . . . . . . . . . . . . . . . . . . . . . . . . . . .PG. 1 IV. DESIGN CALCULATIONS: A. PARAMETERS. . . . . . . . . . . . . . . . . . . . . . . . . . . . .PG. 2 B. DETENTION FACILITY DESIGN. . . . . . . . . . . . . .PG. 3 1. EXISTING CONDITIONS.. . . . . . . . . . . . . .PG. 3 2. DEVELOPED CONDITIONS. . . . .. . . . . . . . .PG. 4 3. DETENTION WETPOND. . . . . . . . . . . . . . . . .PG. 4 4. CONTROL STRUCTURE. . . . . . . . . . . . . . . . .PG. 5 5. BIOFILTRATION SWALE. . . . . . . . . . . . . . .PG. 5 APPENDIX A FIGURES FIGURE 1 - VICINITY MAP. . . . . . . . . . . . . . . . . . . . . . . . . . . . .PG. A-1 FIGURE 2 - EXISTING CONDITIONS.. . . . . . . . . . . . . . . . . . . . .PG. A-2 FIGURE 3 - HYDROLOGIC SOIL GROUP. . . . . . . . . . . . . . . . . . . .PG. A-3 FIGURE 4 — DEVELOPED CONDITIONS. . . o . . . o . o . os000000 * @PGo A-4 FIGURE 5 - RUNOFF CURVE NUMBERS. . . . . . . . . . . . . . . . . . . . .PG. A-5 FIGURE 6 - DOWNSTREAM BASIN. . . . . . . . . . . . . . . . . . . . . . . . .PG. A-6 FIGURE7 - "n" AND "k" VALUES. . . . . . . . . . . . . ... . . . . . . . .PG. A-7 FIGURE 8 - 2—YR, 24—HR PRECIPITATION. . . . . . . . . . . . . . . . .PG. A-8 FIGURE 9 - 25—YR, 24—HR PRECIPITATION. . . . . . . . . . . . . . . .PG. A-9 FIGURE 10 - 10.0—YR, 24- HR PRECIPITATION. . . . . . . . . . . . .PG. A-10 FIGURE 11 - RISER INFLOW CURVES. . . . . . . . . . . . . . . . . . . . . .PG. A-11 FIGURE 12 - ROUGHNESS COEFFICIENTS "n" . . . . . . . . . . . . . . .PG. A-12. APPBNDIX B DATA SHBETS j t ♦ i i I. INTRODUCTION: The Stretch Island Fruit facility is located North of and adjacent to State Highway No. 3 approximately 2 miles South of Allyn on a 2.24 acre site. The project site is situate in the Northeast Quarter of S*ction 21, Township 22 North, Range 1 West, Willamette Meridian in Mason County, Washington (Figure 1) . The property is currently developed with a single-story, 6200 square foot- fruit processing plant, and gravel parking area covering the southern one third of the property. The remainder of the property is typical Puget Sound second growth timber stands of Western Red Cedar, Alder, and Maple. The under growth consists of Salal and Fern (Figure 2) . Based on soils investigations of the site it is determined that the soils are a Hydrologic Group C (Figure 3) . The proposed improvements for this project include a 5895 SF Office/Warehouse Building, an expanded gravel parking area, and associated storm drainage improvements. The project will utilize on-site sewage disposal system. A future expansion is also anticipated, which would include a 9,000 SF building addition and associated parking. To eliminate a more costly "retrofit" process, the storm drainage detention/wetpond and control structure will be sized to include that future expansion (Figure 4) . II. UPSTREAM ANALYSIS: An upstream analysis of the project site reveals that approximately 060 acres of forested land directly across State Highway 3 contributes runoff to the site from the Bast. The offsite runoff crosses SR 3 through an existing 12" CMP, and flows along the South property line for approximately 350 feet to an existing depression on the site. The depression drains back to the Southwest corner and ultimately over a steep bank to the West. This off-site runoff will be conveyed through the property in the final design and is therefore omitted from the calculations. III. DOWNSTREAM ANALYSIS: A site investigation reveals that runoff discharges from the site at the Southwest corner as described above as well as the Northwest corner. Both routes discharge over a steep bank to the West and into an unnamed creek. The unnamed creek discharges to Sherwood Creek which runs North through Mill Pond to its final discharge at North Bay (Figure 6) . 1 T IV. DESIGH C LCULMONS I t y ' A. PARAMETERS: 1. DETENTION SYSTEMS The WaterWorks software .(Ver. 2.0) by Engenious Systems, Inc. is used for. design of the storm drainage facility. The 2, 25, and 100-year storm frequency intervals will be evaluated using the SBUH Method for this analysis. ■ Water quantity control for the _increased runoff will be performed by a storm water detention wetpond designed to meet the discharge requirements for one-half the pre-developed 2, 25, and 100-year peak discharge release rate with a 2, 25, and 100- year developed inflow. ■ ' Runoff for the 2, 25, and 100-year storm events shall be computed using the SCS-based hydrograph method, Santa Barbara Urban Hydrograph (SBUH) , given a Type lA rainfall distribution. ■ Water quality control will be achieved by utilizing a 160 1 IF biofiltration swale at the outfall of the detention system. The biofiltration swale is sized for water quality using a peak 25-year pre- developed discharge rate, and for capacity using a peak 100-year developed discharge rate. Additionally, 1/2 foot of dead storage will be added to the detention volume. ■ Technical data will meet the requirements of the Ring County Surface Water Design Manual and using HYD.HXE hydrograph software. 2. CONVEYANCE SYSTEMS Due to the limited catchment area involved, and the utilization of ADS N-12 piping throughout, a minimum 12" pipe size will be sufficient. The biofiltration Swale will be designed based on the following: Water Quality ► .S - 2.00%, n - 0.24 Capacity ► S - 1.25%, n - 0.07 . 2 A. PARAMETERS CON'T: 3. TRAVEL TIME Travel time (T2) for the SBUB Method will be determined as follows: T2 ( 0.42(n. * L)o.e / (P2)0.5 * (so)0.4 ) +EL / (V*60) where: P2 Design Storm, IN. L = Flow Length, FT. V = Velocity, FPS = k * (9o)'/2 n, = Manning's sheet flow roughness coefficient (Figure 7) so = slope, FT/FT B. DETENTION FACILITY DESIGN: 1. EXISTING CONDITIONS EXISTING ON-SITE AREA, Am Aax 2.24 ACRES Impervious ► 0.67 ACRES Pervious ► Amo 1.57 ACRES (See Figure 2) ON-SITE OVERLAND FLOW DISTANCE, LR . (See Figure 2) L, = 501, S, = 158 - 157.7 / 50 0.06 % L2 = 2501, S2 = 157.7 - 145 / 250 = 5.08 $ L, = 180', S2 = 145 - 144 / 180 = 0.56 $ 3 y r B. DETENTION FACILITY DESIGN CON'T. : 1. EXISTING CONDITIONS CON'T. ON-SITE TIME OF CONCENTRATION, TR See Data Sheets in Appendix B for Time of Concentration calculations. T 20.11 min. EXISTING CURVE NUMBER Impervious CNjNp _ 92 Pervious CND 83 (Based on Hydrologic Group C soils) 2. DEVELOPED CONDITIONS: ON-SITE AREA, AR = AR aat = 2.24 ACRES DEVELOPED CURVE NUMBERS AR ► 0.16 Ac @ CN 82 ► Lawns and Landscaping 2.08 Ac @ CN 92 ► Gravel, Paving and Rooftops 3. DETENTION WETPOND: The detention wetpond will be constructed with a bottom width of 6 feet and a bottom length of 97 feet. The pond will have 3:1 sideslopes with 0.5 feet of dead storage and a maximum design storage depth of approximately 3.25' plus one foot of freeboard. The required pond volume based on the WaterWorks design calculations is 6,125 CF. The live storage provided by the proposed detention/wetpond is 6,120 CF (99.9%) . See attached Data Sheets Appendix B for-Detention/Wetpond design calculations and Control Structure design. 4 i t B. DETENTION FACILITY DESIGN CON'T. : 4. CONTROL STRUCTURE The Control Structure for the Detention/Wetpond will be a Triple-Orifice, Type II, 54" diameter catch.basin with a solid locking lid (See N.L. Olson Drawing No. for Control Structure details) . Orifice sizing and elevations are shown below. Orifice Number Elevation Diameter 1 (2-YR Event) 145.16 3-1/16" 2 (25-YR Event) 145.83 7-9/16" 3 (100-YR Event) 146.22 OVERFLOW RISER & . EMERGENCY SPILLWAY 5. BIOFILTRATION SWALE The Biofiltration Swale is designed for both water quality and capacity. Water Quality is determined using the Q, - 0.41 CFS, while Capacity is determined using Qioo - 3.12 accommodate the 100-yr overflow. WATER QUALITY Using a 2-Foot bottom width and 3:1 side slopes, the biofiltration swale is adequate at 0.37 Ft depth. (See Data Sheets, Appendix B) CAPACITY Again, using 2-Foot bottom width and 3:1 side slopes, the biofiltration swale is adequate at 0.62 Ft depth. (See Data Sheets, Appendix B) Use a 2-FT bottom width, 3:1 side slopes; and a minimum depth of 2.0 FT to provide a minimum 0.5' of freeboard. 5 APPEMI% A FIGURES WA {ROC S +a+ ►1001 N o : Gv►/E. a _ _ S -- — — s Rocky P I . ! WA—W Z 1 do . F . • t a' N �S qp`-e •`lam+a:tea ■sn.anro ..•� arbor ♦+ate M D / -..*: �} a I 00 ! C Y 0 = t > 1 p M • .��'S µ q N N N N u a N 4 P400 No v u o a a a a N N N NN N N N M M 14 IA •-1 IA OI 1% V' V'. rl O% 0% COQO m on N rl ri 9'1 rt H O O O a n y� .-1 1+) Cl 1d 1�� �+ i . • . • . . • • . • s} in e f1�ey V 1, O O O O O O O O v N !•73U �� 1 O �• . A N Ch to .i .4 W N � U N M N aa �90 N OpI�N1 0 1 N O O O O O O O O O O O LI O Id V rl rl • • • • • • • • • • • • O tl r1 U) IA IA 1A If1 A Ifl IA W; IA IN 14 o• 1 v v n n n n n n n n nN 3 ll o O N to N N .• N N H N .0 H N { V is -.. 1 �tT M •�1 N Na O ; t► ! r1 N N P t'► at %D in V' N A O I' N v O w N r1 O O O O O �d r1 rl .L• • ; • • • • • • • • • • • H N �O 0 { N aD N rl O O O O O O O O O Na N . 04 +�+ a N N N N q V O aa N N l a N w b► N p oo see id ►i ri N N m 1Nq1 H•Udall N IA m d 1 NA V OV � ? dNa 1 .-1 .V1 r4> p t � 14 N U-0M to to 3 W j u to tA to O p 8 SIG 1� ON. N b _ 1 LV to t + / u / 1• t , t , 1 �I 1 � �I t � 1 1 I � 1 1 , �rr�.�rr���•rr—�r�•.r�rr��rr� • t •tom ... � sC r L'•w y,� w 1 - r � t t = i sow s 1 Y r •r r r r �..�� r r - KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL - 1 TABLE 3.S.2B SCS WESTERN WASENGIrON RUNOFF CURVE NUMBERS SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS (Published by SCS in 1982) Runoff curve numbers for selected agricultural,suburban and urban land use for Type 1A rainfall distributkar,24-hour storm duration. CURVE NUMB S BY HYDROLOGIC IL GROUP LAND USE DESCRIPTION A B C D Cultivated land(1): winter condition 86 91 94 95 Mountain open areas: low growing brush and grasslands 74 82 89 92 Meadow or pasture: 65 78 85 89 Wood or forest land: undisturbed 42 64 76 81 Wood or forest land: young second growth or brush 55 72 81 86 Orchard: with cover crop . 81 88 92 94 Open spaces,lawns, parks,golf courses, cemeteriem landscapin% good condition: grass cover on 75% or more of the area 68 80 86 90 fair condition: _ grass ever on 50% to 75%of the area 77 85 90 92 Gravel roads and parking lots 76 85 89 91 Dirt roads and parking lots 72 82 87 89 Impervious surfaces, pavement, roofs, etc. 98 98 198 98 Open water bodies: lakes,wetlands, ponds, etc. 100 100 100 100 Single Famiy Residential (2) Dwelling Unit/Gross Acre %Impervious (3) 1.0 DU/GA 15 Separate curve number 1.5 DU/GA 20 shall be selected 2.0 DU/GA 25 for pervious and 2.5 DU/GA 30 impervious portion 3.0 DU/GA 34 of the site or basin 3.5 DU/GA 38 4.0 DU/GA 42 4.5 DU/GA 46 6.0 DU/GA 48 . 5.5 DU/GA 50 &0 DU/GA 52 6.5 DU/GA 54 7.0 DU/GA 56 Planned unit developments, %impervious condominiums,apartments, must be computed commercial business and industrial areas. (1) For a more detailed description.of agriculttrai.land use curve numbers refer to National Engineering Handbook, Section 4,Hydrology,CHOW 9,August 1972 (2) Assumes roof and driveway runoff Is directed k to,st est/storm system. (3) The'remaining pervious areas pawn)are considered to be in good condition for these curve numbers. 3.5.2-3 1190 /I � /I � J1 • x � i II ��I I �� / '� /• rl w� Y I I I� • 11 u�r •i QG. Kv e IrL IV FA � n 14—�— . j — • .k �y'(y..iS l.iC4 is 1607 r •„k Y} Nl II 0 0� ii n t it 11 / Fl GUP-11t 6 • ,�t�;r r�=- z:. KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TABLE 3.5.2C "a"AND "k"VALUES USED IN TIME CALCULATIONS FOR HYDROGRAMS -a.Shut Flow Equation Mwwdng's Vakws(For the W"300 a d gavel) �• Smooth surfaces(concrete.asphak Wavdt or bare hard packed son 0A11 Fatow kids or loose sa statace(no residus) OAS Cultivated soil with residua oovar(s<-0.2011/11) 0.06 Cultivated sot with residua cover(S>0.20 a/it) 0.17 Short prairie grass and lawns 0.15 Dense grasses 0.24 Semruda grass 0.41 Range(natural) 0.13 Woods or forest with light underbrush 0.40 Woods or forest with dense underbrush OAD •Manning values for sheet lbw orty.from Overton and Meadows 1976(See TR-M 1966) 9r Values Used In Travel Tfms/rhne of Concentration Cakubilo w Shallow Cmrpnbated Flow (After fIr MW 300 R.of sheet lbw.R.0.1) k 1. Forest with ivy ground law and meadows(n.0.10) 3 2. Brushy ground with some tree(n-0-M) 5 ' 3. Fallow or mllnirraan Olage cultivation(n-0A40) 6 4. High grass(n-0.035) 9 5. Short grass,pasture and lawns(n-0.030) 11 6. Nearly bar ground(n•0.025) 13 7. Paved and gravel areas(n-0.012) 27 Ctarvtd Flaw(Intermittent)(At the beginning of visible dtsrals:R-0.2) k. 1. Forested Swale with heavy ground later(n-0.10) 5 2. F(rostod draktage course/ravine with defined channel bed(n-0.050) 10 3. Rock-linod walorway(n-0.035) 15 4. Grassed waterway(n-0.030) 17 5. Eamh-0ned waterway(n-0.025) 20 6. CMP pips(n-0.024) 21 7. Concrete pipe(0.012) 42 S. Other waterways and pipes O.M/n Channel Flow(Continuous stream.R-0.4) It. 9. Meandering stream with some pods(n.OA40) 20 10. Rock-lined stream(n-0.035) 23 It. Grass-lined stream(n-0.030) 27 12. Other streams,man-made charnels and pipe 0.807/n•• 7 ••See Chapter S.TabN,&8'<C for additional MaMngs w values for open channels 3.5.2-7 I/90 ■ Mir JA.liat 71 RN � I 1 1 � v i MM KV Pik i v i , rio r - s � 1 � . I , •� � raj , l 'i l' Er. 1 . • • 1 ► i �• '1 �'1 • ffim�xmwv" FiW% • =W ZLAAM AMC"d NKNWI&sun BrIA l�maw- Irdo m m do m 0 I.V.4 • twir ow,V.F,oAp-A MIKWIA mmmm PIM WWI rtmwm ��r,mrdr xfdo �F,�Mwuvi� M=mu mn W FAV MM MrA A-WWAZ�IMP SO mrAmial FAM W 0 Alr"ZrA=� roAwww" A Awlm,,,WrAWA# 1~4 N��� rWAdWr W== .fAWAjFAWAWW%� Ar� Ar,rlhr pff "�'ZW VAWNrM� �JFAr"IA fA" A WZA FA WIAJ� l,rfIlArAFI OWM�M M M M N KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TABLE 4.3.7B VALUES OF THE ROUGHNESS COEFFICIENT, -W Type of Channel Manning'a Type of Channel Manning'6 and Description One and Description one (Normal) (Normal) A. Constructed Channels 6. Sluggish reaches,weedy 0.070 a. Earth, straight and uniform deep pools 1. Clean, recently completed 0.018 7. Very weedy reaches, deep 0.100 2. Gravel, uniform section, 0.025 pods, or iloodways with dean heavy stand of timber and 3. With short grass,few 0.027 underbrush weeds b. Mountain streams, no vegetation b. Earth,winding and sluggish 0.025 in channel, banks usually steep, 1. No vegetation 0.025 trees and brush along banks 2. Grass, some weeds 0.030 submerged at high stages 3. Dense weeds or aquatic 1. Bottom: gravel, cobbles, and 0.040 plants In deep charnels 0.035 few boulders 4. Earth bottom and rubble 2. Bottom: cobbles with large 0.050 sides 0.030 boulders 5. Stony bottom and weedy B-2 Flood plains banks 0.035 a. Pasture, no brush 6. Cobble bottom and dean 1. Short grass 0.030 sides 0.040 2. High grass 0.035 c. Rock lined b. Cultivated areas 1. Smooth and uniform 0.035 1. No crop 0.030 2. Jagged and irregular 0.040 2. Mature row crops 0.035 d. Channels not maintained, 3. Mature field crops 0.040 weeds and brush uncut c. Brush I. Dense weeds, high as flow 1. Scattered brush, heavy 0.050 depth 0.080 weeds 2. Clean bottom, brush on 2. Light brush and trees 0.060 sides 0.050 3. Medium to dense brush 0.070 3. Same, highest stage of 4. Heavy, dense brush 0.100 flow 0.070 ° d. Trees 4. Dense brush, high stage 1. Dense willows, straight 0.150 B. Natural Streams 0.100 2. Cleared land with tree 0.040 B-1 Minor streams (top width at stumps, no sprouts flood stage < 100 ft.) 3. Same as above,but with 0.060 a. Streams on plain heavygrowth of sprouts 1. Clean, straight,full stage 4. Heay stand of timber, a few 0.100 no rests or deep pods 0.030 down trees, little 2. Same as above, but more undergrowth, flood stage stones and weeds 0.035 below branches 3. Clean, winding, some S. Same as above, but with 0.120 pools and shoals 0.040 flood stage reaching 4. Same as above, but some branches weeds 0.040 S. Same as 4, but more stones 0.050 Note, these*W values are'normal'values for.use in analysis of c hanneis. For conservative design for channel capacity the'maximum'values listed in other references should be considered. For channel bank stability the minimum values should be considered. �iGutz.� 1Z 43.7-7 1/90 A"EMI% B DATA SHBBTS CURRENT PROPOSAL DATA SHRBTS File Basin Hydrograph Storage Discharge Level pool uMMMM`MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMS 3 INPUT, MODIFY OR BROWSE DATA 3 3 BASIN IQ EX2 SBUH HYDROGRAPH 3 3DESCRIPTION : EX. 2-YR 24-HP, STORM EVENT 3 3AREA (acres) 2.240 RAINFALL CHOICES 3 3RAIN PRECIP ( in) 3.40 1 . TYPE IA 3 3TIME INTERVAL(min) : 10. 00 2. TYPE I 3 3TIME OF CONC (min) : 20. 11 3. TYPE II 3 3RAINFALL SELECTION: 1 4. TYPE IIA 3 j 3ABSTRACT COEFF 0.20 5. TYPE 3 3 3BASE FLOW (cfs) 0.000 6. USER 1 3 3STORM DUR (hrs) 24.000 7. KC 7 DAY 3 3 S. CUSTOM 3 3PERVIOUS PARCEL IMPERVIOUS PARCEL 3 3AREA: 1.570 acres AREA: 0.670 acres 3 3CN 83.00 CN 92.00 3 3 3 3 SUMMARY DATA 3 SPEAK HYDROGRAPH TIME: 8.00 hrs 3 3PEAK HYDROGRAPH FLOW: 0.8154 cfs 3 3TOTAL HYDROGRAPH VOL: 0.3741 ac-ft 3 3 HOME END F1 :Find F2:New F3:Get F.4:Tc-Cale F5:Delete 3 3 Pgup Pgdn F6:Compute F7: FS:Method F9:Template F10:Exit 3 TMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMAIMMMMMMMMMMMMMMMMMM% File Basin Hydrograph Storage Discharge Level pool 3MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMB 3 INPUT, MODIFY OR BROWSE DATA 3 3 BASIN ID DE2 SBUH HYDROGRAPH 3 3DESCRIPTION : DE2-YR. 24--HR STORM EVENTF 3 3AREA (acres) . . 2.240 RAINFALL CHOICES 3 3RAIN PRECIP (in) 3.40 1 . TYPE IA 3 3TIME INTERVAL(min) : 10.00 2. TYPE I 3 3TIME OF CONC (min) : 2.90 3. TYPE II 3 3RAINFALL SELECTION: 1 4. TYPE IIA 3 3ABSTRACT COEFF : 0.20 5. TYPE 3 3 3BASE FLOW (cfs) 0.000 6. USER 1 3 3STORM DUR (hrs) 24.000 7. KC 7 DAY 3 3 8. CUSTOM 3 3PERVIOUS PARCEL IMPERVIOUS PARCEL 3 3AREA: 0. 490 acres AREA: 1 . 750 acres 3 3CN 82.00 CN 92.00 3 3 3 3 SUMMARY DATA 3 SPEAK HYDROGRAPH TIME: 7.83 hrs 3 SPEAK HYDROGRAPH FLOW: 1 .2303 cfs 3 3TOTAL -HYDROGRAPH VOL: 0.4402 ac-ft 3 3 HOME END F1:Find F2:New F3:Get F4:Tc-Calc F5:Delete 3 3 Pgup Pgdn F6:Compute F7: FB:Method F9:Template F10:Exit 3 TMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMr` File Basin Hydrograph Storage Discharge Level pool 3 INPUT, MODIFY OR BROWSE DATA 3 3 BASIN IR EX25 SBuH HYDROGRAPH 3 3DESCRIPTION : 1EX. 25-YR. 24-HK EVENT 3 3AREA (acres) 2. 240 RAINFALL CHOICES 3 3RAIN PRECIP ( in) 5.40 1 . TYPE IA 3 3TIME INTERVAL(min) : 10.00 2. TYPE 1 3 3TIME OF CONC (min) : 20. 11 3. TYPE 11 3 3RAINFALL SELECTION: 1 4. TYPE IIA 3 3ABSTRACT COEFF 0.20 5. TYPE 3 3 3BASE FLOW (cfs) 0.000 6. USER 1 3 3STORM DUR (hrs) 24. 000 7. KC 7 DAY 3 3 S. CUSTOM 3 3PERVIOUS PARCEL IMPERVIOUS PARCEL 3 3AREA: 1.570 acres AREA: 0.670 acres 3 3CN 83.00 CN 92.00 3 3 3 3 SUMMARY DATA 3 SPEAK HYDROGRAPH TIME: 8.00 hrs 3 SPEAK HYDROGRAPH FLOW: 1 .6360 cfs 3 3TOTAL HYDROGRAPH VOL: 0.7131 ac-ft 3 3 HOME END Fl :Find F2:New F3:Get F4: Tc-Calc F5:Delete 3 3 Pgup Pgdn F6:Compute F7: FB:Method F9:Template F10:Exit 3 File Basin Hydrograph Storage Discharge Level pool 3 INPUT, MODIFY OR BROWSE DATA 3 3 BASIN ID DE25 SBUH. HYDROGRAPH 3 3DESCRIPTION DEV. 25-YR.24-HR STORM EVENT 3 3AREA (acres) 2. 240 RAINFALL CHOICES 3 3RAIN PRECIP ( in) 5.40 1 . TYPE IA 3 3TIME INTERVAL(min) : 10.00 2. TYPE 1 3 3TIME OF CONC (min) : 2.90 3. TYPE 11 3 3RAINFALL SELECTION: 1 4. TYPE IIA 3 3ABSTRACT COEFF, 0.20 5. TYPE 3 3 3BASE FLOW (cfs) 0.000 6. USER 1 3 3STORM *DUR (hrs) 24.000 7. KC 7 DAY 3 3 8. CUSTOM 3 3PERVIOUS PARCEL IMPERVIOUS PARCEL 3 3AREA: 0.490 acres AREA: 1.750 acres 3 3CN 82.00 CN 92.00 3 3' 3 3 SUMMARY DATA 3 3PEAK HYDROGRAPH TIME: 7.83 hrs 3 3PEAK HYDROGRAPH FLOW: 2.2565 cfs 3 3TOTAL HYDROGRAPH VOL: 0.7941 ac-ft 3 3 HOME END FI :Find F2:New F3:Get F4:Tc-Cale F5:Delete 3 3 Pgup Pg.dn F6:Compute F7: FB-.Method F9:Template F10:Exit 3 File Basin Hydrograph Storage Discharge Level pool 3 INPUT, MODIFY OR BROWSE DATA 3 3 BASIN ID EX100 SBUKHYDROGRAPH 3 3DESCRiPTION : 1EX, 100-YR. 24-HR STORM tVIENTI 3 3AREA (acres) 2.240 RAINFALL CHOICES 3 3RAIN PRECIP ( in) 6.90 1 . TYPE IA 3 3TIME INTERVAL(min) : 10.00 2. TYPE 1' 3 3TIME OF CONC (min) : .20. 11 3. TYPE 11 3 3RAINFALL SELECTION: 1 4. TYPE IIA 3 3ABSTRACT COEFF 0.20 5. TYPE 3 3 3BASE FLOW (cfs) 0.000 6. USER 1 3 3STORM DUR (hrs) 24.000 7. KC 7 DAY 3 3 B. CUSTOM 3 3PERVIOUS PARCEL IMPERVIOUS PARCEL 3 3AREA: 1 .570 acres AREA: 0.670 acres 3 3CN 83.00 CN 92.00 3 3 3 3 SUMMARY DATA 3 SPEAK HYDROGRAPH TIME: 8.00 hrs 3 SPEAK HYDROGRAPH FLOW: 2.2712 cfs 3 3TOTAL HYDROGRAPH VOL: 0. 9780 ac-ft 3 3 HOME END FI :Find F2:New F3:Get F.4: Tc-Cale F5:Delete 3 3 Pgup Pgdn F6:Compute F7: FB: Met hod F9:Template F10:Exit 3 THMMMMMMMMMMMMMMMMMMMmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmMMM> File Basin -Hydrograph Storage Discharge Level pool 3MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMmmmmmmmmme 3 INPUT, MODIFY OR BROWSE DATA 3 3 BASIN ID DE100 SBUH HYDROGRAPH 3 3DESCRIPTION : 1DEV 100-YR, 24-HR STORM EVENT j 3 3AREA (acres) 2.240 RAINFALL CHOICES 3 3RAIN PRECIP ( in) . 6.90 1. TYPE IA 3 3TIME INTERVAL(min) : 10.00 2. TYPE 1 3 3TIME OF CONC (min) : 2.90 3. TYPE 11 3 3RAINFALL SELECTION: 1 4. TYPE IIA 3 3ABSTRACT COEFF 0.20 5. TYPE 3 3 3BASE FLOW (cfs) 0.000 6. USER 1 3 3STORM DUR (hrs) 24.000 7. KC 7 DAY 3 3 B. CUSTOM 3 3PERVIOUS PARCEL. IMPERVIOUS PARCEL. 3 3AREA: 0. 490 acres AREA: 1 .750 acres 3 3CN 82.00 CN 92.00 3 3 3 3 SUMMARY DATA 3 3PEAK HYDROGRAPH TIME: 7.83 hrs 3 3PEAK HYDROGRAPH FLOW: 3.0296 cfs 3 3TOTAL HYDROGRAPH VOL: 1.0658 ac-ft 3 3 HOME END FI:Find F2:New F3:Get F4: Tc-Calc F5: Delete 3 3 Pgup Pgdn F6:Compute F7: FS:Method . F9: Template F10:Exit 3 File ' Bisin Hydrograph Storage Discharge Level pool IN T, MODIFY OR BROWSE DATA 3 N IDEX2 SBUH HYDROGRAPH 3 'DES4MHKHMHMMNMHMMHH 3 rARE3 TIME OF GONG WORKSHEET 3NFALL CHOICES 3 IRAI3 <----Tc Reach Type----> Tt (min) 3TYPE IA 3 ITIM3 3TYPE 1 3 *TIM3REACH I ISHEETIESHALLOW31CHANNEL3 1 .09 3TYPE 11 3 !RA13REACH 2 [SHEET31SHALLOW3[CHANNEL3 5.66 3TYPE IIA 3 'ABS3REACH 3 ISHEET3[SHALLOW3[CHANNEL3 13.36 3TYPE 3 3 tBAS3REACH 4 ESHEET31SHALLOW3[CHANNEL3 0.00 3USER 1 3 'ST03REACH 5 ISHEET31SHALLOWIECHANNEL3 0.00 3KC 7 DAY 3 3 3CUSTOM 3 'PER3Tc, sum of travel times (min) . . . : 3 3 'ARE3 3 3 'CN 3F10Key: QUIT F5Key: CLEAR 3 3 3 SUMMARY DATA 3 'PEAK HYDROGRAPH TIME: 3 1 8.00 hrs !PEAK HYDROGRAPH FLOW: 0.8154 cfs 3 'TOTAL HYDROGRAPH VOL: 0.3741 ac-ft 3 HOME END FI :Find F2:New F3:Get F4:Tc-Cale F5:Delete 3 Pgup Pgdn F6:Compute F7t FB:Method F9:Template F10:Exit 3 File Basin Hydrograph Storage Discharge Level pool 3 SHEET FLOW CALCULATOR - INITIAL 300 FEET 3 3 3 3 3 -'DES3Mannings Sheet Flow. . . . . : 0.0110 3 3 3ARE3Flow Length (ft) . . . . . . . . .. 50.00 3HOICES 3 ?RA132 yr 24 hr rainfall (in) : 3.40 3 3 ITIM3Land Slope (ft/ft) . . . . . . : 0.0060 3 3 tTIM3 COMPUTED TRAVEL TIME (min) : 1 .09 3 3 IRAI3 TYPICAL MANNINGS VALUES FOR INITIAL 300 FT SA 3 ,ABS3 3 3 IBAS3Smooth Surfaces. . . . . . . . . . . . . . . . . . . . . : 0.011 3 3 IST03Fallow Fields of Loose Soil Surface. . . . . . . . . . . . . . : 0.05 3Y 3 3Cultivated Soil with residue cover (s<=0.2 ft/ft) : 0.06 3 3 IPER3Cultivated Soil with residue cover (s>0.2 ft/ft) . : 0. 17 3 3 3ARE3Short prairie grass and lawns. . . . . . . . . 00 . . . . . . . . . : 0. 15 3 3 iCN3Dense grasses. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . : 0.24 3 3 1 3Bermuda grass. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . : 0.41 3 3 1 3Range (natural ) . . . . . . . . a . . . . . . . # . . . . . . . . . a . . . . . . . : 0. 13 3 3 ?PEA3Woods or forest with light underbrush oo — ow . . . . . : 0.40 3 3 ;PEA3Woods or forest with dense underbrush. . . . . . . . . .. . : 0.80 3 3 :TOTS 3 3 I3FIOKey: QUIT F5Keyz CLEAR Sete 3 3 File Basin Hydrograph Storage Discharge Level pool MMMSMMMMMMMMMMHMMMMMMMMMMMMMI?Mll1?HMMJMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMSMMMMMMMMMMB 3 SHEET FLOW CALCULATOR - INITIAL 300 FEET 3 3 3 3 3 DES3Mannings Sheet Flow. . . . . : 0.0500 3 3 ARE3Flow Length (ft) . . . . . . . . : 250.00 3HOICES 3 RAI32 yr 24 hr rainfall ( in) 3.40 3 3 TIM3Land Slope (ft/ft) . . . . . . : 0. 0508 3 3 TIM3 COMPUTED TRAVEL TIME (min) : 5.66 3 3 RAI3 TYPICAL MANNINGS VALUES FOR INITIAL 300 FT 3A 3 ABS3 3 3 BAS3Smooth Surfaces. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . : 0.011 3 3 ST03Fallow Fields of Loose Soil Surface. . . . . . . . . . . . . . : 0.05 3Y 3 3Cultivated Sail with residue cover (s<=0.2 ft/ft) : 0.06 3 3 PER3Cultivated Soil with residue cover (s>0.2 ft/ft) . : 0. 17 3 3 'ARE3Short prairie grass and lawns. . . . . . . . . . . . . . . . . . . . : 0. 15 3 3 CN3Dense grasses. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . : 0.24 3 3 3Bermuda grass. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . : 0.41 3 3 3Ran g e (natural ) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . : 0. 13 3 3 'PEA3Woods or forest with light underbrush. . . . . . . . . . . . : 0.40 3 3 PEA3Woods or forest with dense underbrush. . . . . . . . . . . . : 0.80 3 3 'TOTS 3 3 '3FIOKey: QUIT F5Key: CLEAR 3ete 3 PyTMMMMMMMtMMMMMMMMIMMMMMMMMMMMMMMJMMMMMMMMMFfMMMMMMMMMMMMHMMMMMMMMM.`it 3 AlMMAt hf MMMMMMMMMA9MMMMA9MMMMMMMMMAlMA9MA?MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM.` File Basin Hydrograph Storage Discharge Level pool IMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMAl�IMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMS INPUT, MODIFY OR BROWSE DATA 3 ' SMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM�lMMMMkMMMMMMMMMMMMMMMMMMMMMMMMMMB 3 'DES3 SHALLOW CONCENTRATED FLOW CALCULATOR 3 3 'ARE3 3 3 !RAI3Flow Length ( ft) . . . : 180.00 3 3 'TIM3Land Slope (ft/ft) . : 0.0056 3 3 'TIM3Kc, Velocity Factor : 3.0 3 3 I 'RAI3 COMPUTED TRAVEL TIME (min) : 13.36 3 3 ' 'ABS3 TYPICAL VELOCITY FACTOR VALUES - R=0. 1 3 3 'BASS 3 3 'ST03Forest with heavy ground litter and meadows (n=0. 10) . : 3 3 3 3 3Brushy ground with some trees (n=0. 060) . . . . . . . . . . . . . . : 5 3 3 ' 'PER3Fallow or minimum tillage cultivation (n=0.04) . . . . . . . : 8 3 3 'ARE3High grass (n=0.035) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . : 9 3 3 :CN 3Short grass, pasture and lawns (n=0.030) . . . . . . . . . . . . . : 11 3 3 3Nearly bare ground (n=0.025) . . . . . . . . . . . . . . . . . . . . . . . . . : 13 3 3 3Paved and gravel areas (n=0.012) . . . . . . . . . . . . . . . . . . . . . : 27 3 3 rPEA3 3 3 :PEA3F10Key: QUIT F5Key: CLEAR 3 3 TOTTMlMM�9MMMMMMMMMMMMMMMMMMMMlMMMMA�MMMMAlMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM` 3 3 HOME END Fi:Find F2:New F3:Get F4:Tc-Cale F5:Delete 3 7 Pgup Pgdn F6:Compute F7: FB:Method F9:Template F10:Exit 3 Mh1MMMMMMMA9A9MMMMAtMA9MMMMMA9A?MAlMMMMAfAlMAfAlMMA9MMMAiMMMAlMMMMMMMMMMMMMMMMMMAlMMMMMMMMMM.` File - Basin Hydrograph Storage Discharge Level pool MMMMMMMMMhMMMMMMMMMMMMhhhhMhhMMMMMf'1MMMMhMMMMhMMhMNtMMMMMMhMMhMMMMMMMhhhMMMMMM8 IN UT, MODIFY OR BROWSE DATA 3 BASIN ID DE2 SBUH HYDROGRAPH 3 'DES4MMMMMMM MMINMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMhhMMMMMMMMMMMB 3 'ARE3 TIME OF CONC WORKSHEET 3NFALL CHOICES 3 'RAI3 <-----Tc Reach Type----> Tt (min) 3TYPE IA 3 :TIM3 3TYPE I 3 'TIM3REACH 1 ESHEETIESHALLOWIECHANNEL3 1 .20 3TYPE II 3 :RAI3REACH 2 ESHEET3ESHALLOW3ECHANNEL3 1 .64 3TYPE IIA 3 'ABS3REACH 3 ESHEET3ESHALLOW3ECHANN€L3 0.06 3TYPE 3 3 'BAS3REACH 4 ESHEET3ESHALLOW3ECHANNEL3 0.00 3USER 1 3 'ST03REACH 5 ESHEET3ESHALLOW3ECHANNEL3 0.00 3KC 7 DAY 3 3 3CUSTOM 3 'PER3Tc, sum of travel times (min) . : . : 3 3 :ARE3 3 3 'CN 3F1OKey: QUIT F5Key: CLEAR 3 3 TMMMMMMMMMMMMMMMMMMMMMhhhhhMMMMMMhhhMMMMMMMMMMMhMhMMMMh> 3 ' SUMMARY DATA 3 :PEAK HYDROGRAPH TIME: 7.83 hrs 3 'PEAK HYDROGRAPH FLOW: 1.2303 cfs 3 :TOTAL HYDROGRAPH VOL: 0.4402 ac-ft 3 ' HOME END F1 :F-ind F2:New F3:Get F4:Tc-Calc FS:Delete 3 Pgup Pgdn F6:Compute F7: FB:Method F9:Template F10:Exit 3 A9MAf MAlA9MMMMAlMMMMMMA9MA9MMMMMMMMMMMMMMMMMAlAlMMMMMMMMMMMMMMMhhMMMMMMMMMMMMMMMhhMMM.` File Basin Hydrograph Storage Discharge Level pool 3MMM5hMhMMMMMMhMMMMMhMMMMMMMMhhMhhMMMMhhMMMMMhhMMhhMhMMMMMMMMMMMMM8MMMMMMMMMMB ' 3 SHEET FLOW CALCULATOR - INITIAL 300 FEET 3 3 3 3 3 'DES3Mannings Sheet Flow. . . . . : 0.0110 3 3 2ARE3Flow Length (ft) . . . . . . . . : 190.00 3HOICES 3 'RAI32 yr 24 hr rainfall (in) : 3.40 3 3 ;TIM3Land Slope (ft/ft) . . . . . . : 0.0684 3 3 iTIM3 COMPUTED TRAVEL TIME (min) : 1 .20 3 3 IRAI' TYPICAL MANNINGS VALUES FOR INITIAL 300 FT 3A 3 ?ABS3 3 3 iBAS3Smooth Surfaces. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.011 3 3 :ST03Fallow Fields of Loose Soil Surface. . . . . . . . . . . . . . : 0.05 3Y 3 3Cultivated Soil with residue cover (s<=0.2 ft/ft) : 0.06 3 3 �PER3Cultivated Soil with residue cover (s>0.2 ft/ft) . : 0. 17 3 3 1ARE3Short prairie grass and lawns. . . . . . . . . . . . . . . . . . . . : 0. 15 3 3 rCN3Dense grasses. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . : 0.24 3 3 3Bermuda grass. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . : 0.41 3 3 1 3Range (natural ) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0. 13 3 3 1PEA3Woods or forest with light underbrush. . . . . . . . . . . . : 0.40 3 3 3PEA3Woods or forest with dense underbrush. . . . . . . . . . . . : 0.80 3 3 r'TOT3 3 3 i3F10Key: QUIT F5Key: CLEAR 3ete 3 PgTMMMMMMMMMMMMhMMMMMMMMMhhMMMMMMhMhhMMMMMMMMMMhhMM�?MMhhMhMMhMMM:it 3 'MMMMMMMMMMMMMMMAlMA?MMAlAlMMMMMMPlMMMMMt1MMMMAlMA'IMMMMMMMMMMMMMMMMAfAlMMMMAlAlMMhMMMMhMh.'` . File Basin Hydrograph Storage Discharge Level pool 3 CHANNEL FLOW CALCULATOR 3 3 3 3 3 DES3Flow Length ( ft) . . . 140.00 3 3 *ARE3Land Slope (ft/ft) . : 0. 0070 3 3 RA13Kc, Velocity Factor : 17.0 3 3 'TIM3 COMPUTED TRAVEL TIME (min) : 1.64 3 3 TIM3 TYPICAL VELOCITY FACTOR VALUES 3 3 'RA13 3 3 ABS3 Intermittent Flow - R=0.2 3 3 'BAS3Forested swale w/ heavy ground litter (n=0. 10) . . . . . . . . . . . . . . . 5 3 3 ST03Forested drainage course/ravine w/ defined channel bed (n=0.50) : 10 3 3 3Rock-lined (n=0.035) . . . : 15 Grassed (n=0.030) . . . : 17 3 3 PER3Earth-lined (n=0.025) . . : 20 CMP pipe (n=0.024) . . : 21 3 3 *ARE3Concrete pipe (n=0.012) : 42 other. . . . . . . . . . : 0.508/n 3 3 'CN 3 Continous Flow R=0.4 3 3 3Meandering stream w/ some pools (n=0.040) . . . . . . . . . . . . . . . . . . . . . . : 20 3 3 3Rock-lined stream (n=0.035) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . : 23 3 3 'PEA3Grassed-lined stream (n=0.030) o . . . o . . . . . . . . . . . . . . . . . . . . . . . . . . . . : 27 3 3 PEA30ther streams, man-made channels and pipe. . . . . . . . . . . . . . . . . .. 0.807/n 3 3 'TOT3 3 3 '3F10Key: QUIT F5Key: CLEAR 3 3 3 File Basin Hydrograph Storage Discharge Level pool 3 CHANNEL FLOW CALCULATOR 3 3 1 3 3 3 'DES3Flow Length (ft) . . .. : 20.00 3 3 !ARE3Land Slope (ft/ft) . : 0.0200 3 3 'RA13Kc, Velocity Factor -. 42.0 3 3 !TIM3 * COMPUTED TRAVEL TIME (min) : 0.06 3 3 'TIM3 TYPICAL VELOCITY FACTOR VALUES 3 3 'RA13 3 3 Intermittent Flow - R=0.2 3 3 !BAS3Forested swale wl heavy ground litter (n=0. 10) . . . 0 . . . . . . . . . . . . . 5 3 3 'ST03Forested drainage course/ravine w/ defined channel bed (n=0.50) : 10 3 3 3Rock-lined (n=0.035) . . . : 15 Grassed (n=0.030) . o . : 17 3 3 'PER3Earth-lined (n=0.025) . . : 20 CMP pipe (n=0.024) . . : 21 3 3 'ARE3Concrete pipe (n=0.012) : 42 other. . . . . . . . . . : 0.508/n 3 3 'CN 3 Continous Flow - R=0.4 3 3 ? 3Meandering stream w/ some pools (n=0.040) . . . . . . . . . . .I . . . . . . . . . . . .. 20 3 3 3Rock-lined stream (n=0.035) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . : 23 3 3 tPEA36rassed-lined stream (n=0. 030) o . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . : 27 3 3 !PEA30ther streams, man-made channels and pipe. . . . . . . . . . . . . 0.807/n 3 3 tTOT3 3 3 !3FI0Key: QUIT F5Key: CLEAR 3 3 3 Pg'fKKHKKKHKKKM File Basin Hydrograph Storage Discharge Level pool ' 2MMMMMMMMMMMMMMMM$n & Assoc. Inc. 3 3lease 2.0 3Add/subt hydra 3 #p9MMMMAfMMMMMMMMMMMMMMMMHMMMMMMMMMMMMMMMMMMM�IMMMMMMMMMMMMMMMMMMMMMMMMMMMMM8 3 DESIGNATE BASIN AS HYDROGRAPH 3 3BASIN: EX2 TO HYD NO. 1 BASIN: DE100 TO HYD NO. 6 3 3BASIN: DE2 TO HYD NO. 2 BASIN: TO HYD NO. 3 3BASIN: EX25 TO HYD NO. 3 BASIN: TO HYD NO. 3 3BASIN: DE25 TO HYD NO. 4 BASIN: TO HYD NO. 3 3BASIN: EX100 TO HYD NO. 5 BASIN: TO HYD NO. 3 3 3 3Moving Basin: DE100 3 3F10: Exit F6: Move Basins 3 TMMMMMMMMMMMMMMMMMMMMMMMplMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM.� Max Pipe Slope. (ft/ft) . . : 0.2000 Min Full Velocity ( fps) . : 2.60 Min Cover at Struct (ft) : 2.50 Pipe Safety Factor. . . . . . : 1 .00 Available Memory remaining: 108952 bytes Current Data Set Name: \STRETCH File Basin Hydrograph Storage Discharge Level pool NL Olson & Assoc. Inc. 2MMMMMMMMMMMMMMMMM8 3MMM1�lMMMMMMMMMMMMMM9MMMMAlMMMMMMMMMMMMMMMAlMMMMMMMMMMMMMMMMMMMMMMMMMM8 3 3 LEVEL POOL ROUTING INSTRUCTIONS 3 3 3 PRE INFLO STG STG OUTFL 3 3 3 DESCRIPTION HYD # HYD # STOR DIS HYD # 3 3 3 ID ID 3 3 3C2 YEAR EVENT ] C .41 ] C2 ] EST01 ] CCSi ] C 73 3 3 3125 YEAR EVENT ] E3 7 C4 ] ISTO1 ] CCS1 ] C 83 3 3 311'00 EVENT ] 15 7 E6 ] CSTO1 ] CCS1 ] C 93 314? 3C ] C ] C 7 1 ] C ] 1 7 3 31 7 C ] 1 ] C ] C ] C ] 3 31 7 C ] C 7 C ] C 7 1 ] 3 31 7 C ] C ] C 7 C ] C ] 3 3E 1 C ] 1 ] 1 7 C ] C ] 3 31 ] C ] C ] C ] 1 ] C ] 3 3C ] C ] C ] 1 ] C 7 C ] 3 3 3 3 3 3 F6: CLEAR F10: EXIT 3 TMMMMpPMMMMMMMMMMMAIMMMMMAlMMMMMMlMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM.` ' Available Memory remaining: 108952 bytes Current Data Set Name: \STRETCH File Basin Hydrograph Storage Discharge Level pool NL 3 3 3Rectangular vault 3 3Trapezoidal basin 3 3Underground pipe 3 3 TRAPEZOIDAL BASIN 3 3 STORAGE STRUCTURE ID: STOI 3 3 . 3 3Name: DETENTION POND 3 3Length. . . . . . . . . . : 75.00 Width. . . . . . . . . . . 8.00 3 3 Length Sslope 1: . 3.00 Width Sslope 3: 2.00 3 3 Length Sslope 2: 3.00 Width Sslope 4: 2.00 3 31nfiltration Rate. . : 0.00 (min/in) 3 3Starting Elevation. : 143.00 3 3Max Eley of Basin. . : 147.00 3 3Stage-Sto Increment: 0. 10 3 3Structure Vol (cf) . : 6768.00 33 3 Ac-ft. : 0. 16 3 3 3 3 3 3PGUP PGDN F3: Get FS: Delete F10: Exit 3 Current Data Set Name: \STRETCH File Basin Hydrograph Storage Discharge Level pool 3 MULTIPLE ORIFICE 3 3 DISCHARGE STRUCTURE ID:CSI 3 3 3 3Name: CONTROL STRUCTURE 3 3Peak Dsgn Release Rate: 0.00 cfs Orif /flow/elev 3 30rifice Coefficient. . . : 0.62 Dia (in)/cfs/ ft 3 3Lowest Orifice . Dia ( in) . . : 3.01 3.01 0.52 cfs 3 3h1i Outlet to 2nd Orifice: 2.90 145. 45 ft 3 3Second Orifice Dia ( in) . . : 7.43 7.43 1 .e6 cfs 3 3h2: 2nd to 3rd Orifice. . . : 0.70 146. 15 ft 3 3Third Orifice Dia (in) . . : 4. 13 4. 13 0. 43 cfs 3 3h3: -3rd to 4th Orifice. . . 0.00 3 3Fourth Orifice Dia (in) . . : 0.00 3. 3h4: 4th to Sth Orifice. . . : 0.00 3 3Top Orifice Dia ( in) . . : 0.00 3 3 3 3Elevation of Lowest Orifice. . . . : 140.55 3 30utlet Elevation. . . . . . . . . . . . . . . : 142.55 3 3Max Elev Above Outlet . . . . . . . . . . : 147.00 3 3Stage-Disch Increment. . . . . . . .. . : 0. 10 3 3 3 Av3PGUP PGDN F3: Get F6: Delete F10: Exit 3 File 'Basin Hydrograph Storage Discharge Level pool NL Olson & Assoc. Inc. 2ffHffffHNffffNNffKNHHNH8 3 Estimate Basin Size Based on Input Table 3 3 % 3 3Sizing 2 YEAR EVENT Orifice diameter : 3.01 inches 3 3Sizing 25 YEAR EVENT Orifice diameter: 7.43 inches 3 3Sizing 100 EVENT Orifice diameter: 4. 13 inches 3 3 3 3 3 3 3 3 3 3 <====Done! Press any key to continue=—> 3 Min Pipe Slope (ft/ft) . . : 0.0050 Max Pipe Slope. (ft/ft) . . : 0.2000 Min Full Velocity ( fps) . : 2.00 Min Cover at Struct (ft): 2.50 Pipe Safety Factor . . . . . . : 1 .00 Available Memory remaining: 108952 bytes Current Data Set Name: \STRETCH File Basin Hydrograph Storage Discharge Level pool NL Olson & Assoc. Inc. 2HHNKffffMHNNNNffHHKH8 3 ROUTING COMPARISON TABLE 3 3 MATCH INFLOW STO DIS PEAK PEAK OUT 3 3 DESCRIPTION . PEAK PEAK No. No. STG OUT HYD 3 3 32 YEAR EVENT 0.41 1 .23 STOI CS1 145.35 0.41 7 3 325* YEAR EVENT 1 .64 2.26 STOI CS1 146.07 1 .64 a 3 3100 EVENT 2.27 3.03 STOI CS1 146. 48 2.27 9 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 Press any key to exit 3 Available Memory remaining: 108952 bytes Current Data Set Name: \STRETCH File Basin Hydrograph Storage Discharge Level pool NL 3 3 3Rectangular vault- 3 3Trapozoidal basin 3 3Underground pipe 3 3 TRAPEZOIDAL BASIN 3 3 STORAGE STRUCTURE ID: STOI 3 3 3Name: DETENTION POND 3 3Length. . . . . . . . . . : 75.00 Width. . . . . . . . . . : 8.00 3 3 Length Sslope 1: 3.00 Width Sslope 3: 2.00 3 3 Length Sslope 2: 3.00 Width Sslope 4: 2.00 3 31nfiltration Rate. . : 0.00 (min/in) 3 3Starting Elevation. : 143.00 3 3Max Elev of Basin. . : 146.48 3 3Stage-Sto Increment: 0. 10 3 3Structure Vol (cf) . : 5343.76 3 3 Ac-ft. : 0. 12 3 3 3 3 3 3PGUP PGDN F3: Get F6: Delete F10: Exit 3 Current Data Set Name: \STRETCH 3/ 7/94 NL Olson & Assoc. Inc. page STRETCH ISLAND FRUIT STAGE STORAGE TABLE TRAPEZOIDAL BASIN ID No. STOI Description: DETENTION POND Length: 75.00 ft . Width.- 8.00 ft. Side Slope 1: 3 Side Slope 3: 2 Side Slope 2: 3 Side Slope 4: 2 Infiltration Rate: 0.00 min/inch STAGE (----STORAGE----> STAGE (----STORAGE----) STAGE (----STORAGE----) STAGE ----STORAGE---- (ft) ---cf--- --k-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- 143.00 0.0000 0.0000 143.90 741.04 0.0170 144.80 1907 0.0438 145.70 3534 0.0811 143.10 62.418 0.0014 144.00 849.00 0.0195 144.90 2065 0.0474 145.80 3745 0.0860 143.20 129.70 0.0030 144.10 962.26 0.0221 145.00 2220 0.0511 145.90 3962 0.0910 143.30 201.91 0.0046 144.20 1081 0.0248 145.10 2397 0.0550 146.00 4185 0.0961 143.40 279.07 0.0064 144.30 1205 0.0277 145.20 .2572 0.0590 146.10 4414 0.1013 143.50 361.25 0.0083 144.40 1334 0.0306 145.30 2752 0.0632 146.20 4650 0.1067 143.60 448.49 0.0103 144.50 1469 0.0337 145.40 2939 0.0675 146.30 4692 0.1123 143.70 540.83 0.0124 144.60 1610 0.0370 145.50 3131 0.0719 146.40 5140 0.1180 143.80 630.34 0.0147 144.70 1756 0.0403 145.60 3330 0.0764 146.48 5344 0.1227 3/ 7/94 NL Olson & Assoc . Inc. page 2 STRETCH ISLAND FRUIT STAGE STORAGE TABLE Infiltration Rating Curve for Storage Struct STO1 STAGE (-INFILTRATION-) STAGE (-INFILTRATION-> STAGE (-INFILTRATION-) STAGE (-INFILTRATION-) (fV ---cfs-- ------- (fV ---cfs-- ------- (fU ---cfS-- ------- (fU ---cfS-- ------- 143.00 0.0000 143.90 0.0000 144.80 0.0000 145.70 0.0000 143.10 0.0000 144.00 0.0000 144.90 0.0000 145.80 0.0000 143.20 0.0000 144.10 0.0000 145.00 0.0000 145.90 0.0060 143.30 0.0000 144.20 0.0000 145.10 0.0000 146.00. 0.0000 143.40 0.0000 144.30 0.0000 145.20 0.0000 146.10 0.0000 143.50 0.0000 144.40 0.0000 145.30 0.0000 146.20 0.0000 143.60 0.0000 144.50 0.0000 145.40 0.0000 146.30 0.0000 143.70 0.0000 144.60 0.0000 145.50 0.0000 146.40 . 0.0000 143.60 0.0000 144.70 0.0000 145.60 0.0000 146.48 0.0000 3/ 7/94 NL Olson & Assoc. Inc. page 3 STRETCH ISLAND FRUIT STAGE DISCHARGE TABLE MULTIPLE ORIFICE ID No. CS1 Description: CONTROL STRUCTURE Outlet Elev: 142.55 Elev: 140.55 ft Orifice Diameter: 3.0059 in. Elev: 145.45 ft Orifice 2 Diameter : 7.4297 in. Elev: 146. 15 ft Orifice 3 Diameter : 4. 1250 in. STAGE (--DISCHARGE---) STAGE (--DISCHARGE---) STAGE (--DISCHARGE---) STAGE .(--DISCHARGE--- (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- 142.55 0.0000 143.70 0.2629 144." 0.3759 146.10 1.6697 142.60 0.0548 143.00 0.2741 145.00 0.3838 146.20 1.0690 142.70 0.0950 143.90 0.2849 145.10 0.3915 146.30 2.0347 142.80 0.1226 144.00 0.2952 145.20 0.3991 146.40 2.1720 142.90 0.1451 144.10 0.3053 145.30 0.4066 146.50 2.2954 143.00 0.1645 144.20 0.3149 145.40 0.4139 146.60 2.4096 143.10 0.181B 144.30 0.3244 145.50 0.7561 146.70 2.5167 141.20 0.1977 144.40 0.3335 145.60 1.0084 146.80 2.6182 143.30 0.2123 144.50 0.3424 145.70 1.1842 146.90 2.7151 143.40 0.2261 144.60 0.3511 145.80 1.3282 147.00 2.8079 143.50 0.2390 144.70 0.3595 145.90 1.4536 143.60 0.2512 144.80 0.3678 146.00 1.5663 3/ 7/94 NL 01son & Assoc. Inc. page 4 STRETCH ISLAND FRUIT LEVEL POOL TABLE SUMMARY MATCH INFLOW ST DI <-PEAK-> STORAGE <--------DESCRIPTION---------> (cfs) (cfs) id id <-STAGE> id VOL (cf) 2 YEAR EVENT . . . . . . . . . . . . . . . . . 0.41 1 .23 STOi CS1 145.35 7 28 37.92 25 YEAR EVENT . . . . . . . . . . . . . . . . 1.64 2.26 ST01 CS1 146.07 8 43 42.60 100 EVENT 2. 27 3.03 ST01 CS1 146.48 9 53 44.28 NO ND. i_ Hyd No. Z ..... p Hyd No. 3___ NO No. 4 -- W NO No. Sr % r• c •' din c i • i; 1 • '''',S •••tt:acz� 3 6 9 i2 it IN i A T ine in Hours Hyd No. s i Rates 0.82 cfs Times 8.00 hr Vol s 0.37 Ac—ft Intl 10.00 min Hyd No. s 2 Rates 1.23 cfs Times 7.83 hr Vol s 0.44 Ac—ft Int3 10.00 min Hyd No. s 3 Rates 1.64 cfs Times 8.00. hr Vol s 0.71 Ac—ft Ints 10.00 min Hyd No. s 4 Rates 2.26 cfs Times 7.83 hr Vol s 0.79 Ac—ft Intl 10.00 min Hyd No. s 5 Rates 2.27 cis Times 8.00 hr Vol s 0.98 Ac—ft Intl 10.00 min Hyd No. s 6 Rates 3.03 cfs Times 7.83 hr Vol 1 1 .07 Ac—ft Intl 10.00 min Haestad Methods F1owMaster I version 3.41 ZDDDDDDDDDDDDDDDDDDDDDDD Trapezoidal - STRETCH ISLANDDDDDDDDDDDDDDDDDDDDDDDDD? 3 3 3 3 3 3 3 Comment: BIOFILTRATION SWALE (WATER QUALITY) 3 3 3 3 Solve For . . . . . .Depth 3 3 3 3 Bottom Width. . . 2.00 ft Velocity. . . . . . . . 1.63 fps 3 3 Lt Side Slope. . 3.00: 1 (H:V) Flow Area. . . . . . . 0.26 sf 3 3 Rt Side Slope. . 3.00: 1 (H:V) Flow Top Width. . 2.66 ft 3 3 Manning's n. . . . 0.027 Wetted Perimeter 2.70 ft 3 3 Channel Slope. . 0.0200 ft/ft Critical Depth. . 0. 11 ft 3 3 Depth. . . . . . . . . . 0. 11 ft Critical Slope. . 0.0239 ft/ft 3 3 Discharge. . . . . . 0.42 cfs Froude Number .. . 0.92 3 3 3 3 3 3 3 3 3 ODDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDY Enter Worksheet Description <Fi > Help <F2> Print <F3> Calculator <PgDn> Create Table <ESC> Exit Haestad Methods FlowMaster I version 3.41 ZDDDDDDDDDDDDDDDDDDDDDDD Trapezoidal - STRETCH ISLANDDDDDDDDDDDDDDDDDDDDDDDDD? 3 3 3 3 3 3 3 Comment: BIOFILTRATION SWALE (CAPACITY) 3 3 3 3 Solve For . . . . . .Depth 3 3 3 3 Bottom Width. . . 2.00 ft Velocity. . . . . . . . 2.37 fps 3 3 Lt .Side Slope. . 3.00: 1 (H:V) Flow Area. . . . . . . 1.28 sf 3 3 Rt Side Slope. . 3.00: 1 (H:V) Flow Top Width. . 4.40 ft 3 3 Manning' s n. . . . 0.027 Wetted Perimeter 4.53 ft 3 3 Channel Slope. . 0.0100 ft/ft Critical .Depth. . 0.35 ft 3 3 Depth. . . . . . . . . . 0.40 ft Critic-a-1.;$lope. . 0.0173 ft/ft 3 3 Discharge. . . . . . 3.03 cfs Froude -Number . . . 0.77 3 3 3 3 3 3 3 3 3 ODDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDY Enter Discharge <F1> Help <F2> Print <F3> Calculator <PgDn> Create Table <ESC> Exit Haestad Methods FlowMaster I version 3.41 ZDDDDDDDDDDD Circular Channel : Manning's Equation - STRETCH ISLANDDDDDDDDDDDD? 3 3 3 3 3 3 3 Comment: CONTROL STRUCTURE INLET/OUTLET PIPING 3 3 3 3 Solve For . . . . . .Actual Depth 3 3 3 3 Diameter . . . . . . . 1 . 25 ft Velocity. . . . . . 4.23 fps 3 3 Slope. . . . . . . . . . 0.0050 ft/ft Flow Area. . . . . 0.72 sf 3 3 Manning's n. . . . 0.012 Critical Slope 0.0051 ft/ft 3 3 Discharge. . . . . . 3.03 cfs Critical Depth 0.70 ft 3 3 Depth. . . . . . . . . . 0. 71 ft Percent Full . . 56.54 X 3 3 Froude Number . o.ge 3 3 Full Capacity. 4.95 cfs 3 3 GMAX @.94D. . . . 5.32 cfs 3 3 3 3 3 3 3 &DDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDY Enter Worksheet Description <Fl> Help <F2> Print <F3> Calculator <PgDn> Create Table <ESC> Exit L � DATA SHSSTS File -Basin Hydrograph Storage Discharge Level pool 3MMMMA9MMMMMMMMMMMMMMMMMMNIPlMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMB 3 INPUT, MODIFY OR BROWSE DATA 3 3 BASIN ID EX2 SBUH HYDROGRAPH 3 3DESCRIPTION EX. 2-YR, 24-HRi STORM EVENT 3 3AREA (acres) 2. 240 RAINFALL CHOICES 3 3RAIN PRECIP ( in) 3.40 1 . TYPE IA 3 3TIME INTERVAL(min) : 10.00 2. TYPE I 3 3TIME OF CONC (min) : 20. 11 3. TYPE II 3 3RAINFALL SELECTION: 1 4. TYPE IIA 3 3ABSTRACT COEFF 0.20 5. TYPE 3 3 3BASE FLOW (cfs) . 0.000 6. USER 1 3 3STORM DUR (hrs) 24.000 7. KC: 7 DAY 3 3 B. CUSTOM 3 3PERVIOUS PARCEL IMPERVIOUS PARCEL 3 3AREA: 1. 576 acres AREA: 0.670 acres 3 3CN 83.00 CN 92.00 3 3 3 SUMMARY DATA 3 SPEAK HYDROGRAPH TIME: 8.00 hrs 3 3PEAK HYDROGRAPH FLOW: 0.8154 cfs 3 3TOTAL HYDROGRAPH VOL: 0.3741 ac-ft 3 3 HOME END F1 :Find F2:New F3:Get F4:Tc-Cale F5:Delete 3 3 Pgup Pgdn F6:Compute F7: FB:Method F9:Template F10:Exit 3 T MAIMMMMMMMMMMMMA9MMMMMAlMMMMMMMA9MMMMMMAlM+ti1MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM.' File Basin Hydrograph Storage Discharge Level pool 3MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMPlMMMMMMMMMMMMMMNIMMMMMMMAtMMMMMMMMMMMMMMMMMMMMB 3 INPUT, MODIFY OR BROWSE DATA 3 3 BASIN ID DE2 SBUH HYDROGRAPH 3 3DESCRIPTION DEV. 2-YR, 24-HR STORM EVENT 3 3AREA (acres) 2.240 RAINFALL CHOICES 3 3RAIN PRECIP ( in) 3.40 1. TYPE IA 3 3TIME INTERVAL(min) : 10.00 2. TYPE I 3 3TIME OF CONC (min) : 2.90 3. TYPE II 3 3RAINFALL SELECTION: 1 4. TYPE IIA 3 3ABSTRACT COEFF , 0.20 5. TYPE 3 3 3BASE FLOW (cfs) 0.000 6. USER 1 3 3STORM .DUR (hrs) 24.000 7. KC 7 DAY 3 3 S. CUSTOM 3 3PERVIOUS PARCEL IMPERVIOUS PARCEL 3 3AREA: 0. 160 acres AREA: 2.080 acres 3 3CN $2.00 CN 92.00 3 3 3 3 SUMMARY DATA 3 3PEAK HYDROGRAPH TIME: 7.83 hrs 3 3PEAK HYDROGRAPH FLOW: 1.3.119 cfs 3 . 3TOT.AL HYDROGRAPH VOL: 0.4633 ac-ft 3 3 HOME END F1:Find F2:New F3:Get F4:Tc-Cale F5:Delete 3 3 Pgup Pgdn F6:Compute F7: FS:Method F9:Template F10:Exit 3 TMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM.� File 1 {Basin Hydrograph Storage Discharge Level pool • 3MA?MMMMMMMM�9MFIMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMB 3 INPUT, MODIFY OR BROWSE DATA 3 3 BASIN ID EX25 SBUH. HYDROGRAPH 3 3DESCRIPTION EX. 25-YR, 24-HR EVENT 3 3AREA (acres) 2.240 RAINFALL CHOICES 3 3RAIN PRECIP ( in) : 5.40 1 . TYPE IA 3 3TIME INTERVAL(min) : 10.00 2. TYPE I 3 3TIME OF CONC (min) : 20. 11 3. TYPE II 3 3RAINFALL SELECTION: 1 4. TYPE IIA 3 3ABSTRACT COEFF 0.20 ' 5. TYPE 3 3 3BASE FLOW (cfs) 0.000 6. USER 1 3 3STORM DUR (hrs) 24.000 7. KC 7 DAY 3 3 8. CUSTOM 3 3PERVIOUS PARCEL IMPERVIOUS PARCEL 3 3AREA: 1.570 acres AREA: 0.670 acres 3 3CN 83.00 CN 92.00 3 3 3 3 SUMMARY DATA 3 SPEAK HYDROGRAPH TIME: 8.00 hrs 3 3PEAK HYDROGRAPH FLOW: 1.6360 cfs 3 3TOTAL HYDROGRAPH VOL: 0.7131 ac-ft 3 3 HOME END F1:Find F2:New F3:Get F4:Tc-Calc F5:Delete 3 3 Pgup Pgdn F6:Compute F7: FB:Method F9:Template F10:Exit 3 7'MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM�IMMMMMMMMMMMMMMMMMMMMMMM..` File Basin Hydrograph Storage Discharge Level pool 3MI`1 MA9MMMMMNI MAlMMMMMMMMMMMMMMMMMMlrJMMMMMMMMMMMMA9+►1 MMMMAI A9MMMMMMMMMMMMMMMMMMMMMMMMMB 3 INPUT, MODIFY OR BROWSE DATA 3 3 BASIN ID DE25 SBUH HYDROGRAPH 3 3DESCRIPTION DEV. 25-YR,24-HR STORM EVENT 3 3AREA (acres) 2.240 RAINFALL CHOICES 3 3RAIN PRECIP ( in) 5.40 1 . TYPE IA 3 3TIME INTERVAL(min) : 10.00 2. TYPE I 3 3TIME OF CONC (min) : 2.90 3. TYPE II 3 3RAINFALL SELECTION: 1 4. TYPE IIA 3 3ABSTRACT COEFF 0.20 5. TYPE 3 3 3BASE FLOW (cfs) 0.000 6. USER 1 3 3STORM DUR (hrs) 24.000 7. KC 7 DAY 3 3 S. CUSTOM 3 3PERVIOUS PARCEL IMPERVIOUS PARCEL 3 3AREA: 0. 160 acres AREA: 2.080 acres 3 3CN 82. 00 CN 92.00 3 3 3 3 SUMMARY DATA 3 3PEAK HYDROGRAPH TIME: 7.83 hrs 3 3PEAK HYDROGRAPH FLOW: . 2.3489 cfs 3 3TOTAL HYDROGRAPH VOL: 0.8227 ac-ft 3 3 HOME END F1 :Find F2:New F3:Get F4:Tc-Calc F5:Delete 3 3 Pgup Pg.dn F6:Compute F7: FB:Method F9:Template F10:Exit 3 TMt�MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM.'' Fill 'Basin Hydrograph Storage Discharge Level pool .3MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM8 3 INPUT, MODIFY OR BROWSE DATA 3 3 BASIN ID EX100 SBUH HYDROGRAPH 3 3DESCRIPTION EX. 100-YR, 24-HR STORM EVENT 3 3AREA (acres) 2.240 RAINFALL CHOICES 3 3RAIN PRECIP ( in) 6.90 1. TYPE IA 3 3TIME INTERVAL(min) : 10.00 2. TYPE I 3 3TIME OF CONC (min) : 20. 11 3. TYPE II 3 3RAINFALL SELECTION: 1 4. TYPE IIA 3 3ABSTRACT COEFF 0.20 5. TYPE 3 3 3BASE FLOW (cfs) 0.000 6. USER 1- 3 3STORM DUR (hrs) 24.000 7. KC 7 DAY 3 3 S. CUSTOM 3 3PERVIOUS PARCEL IMPERVIOUS PARCEL 3 3AREA: 1.570 acres AREA: 0.670 acres 3 3CN 83.00 CN 92.00 3 3 3 3 SUMMARY DATA 3 SPEAK HYDROGRAPH TIME: B.00 hrs 3 3PEAK HYDROGRAPH FLOW: 2.2712 cfs 3 3TOTAL HYDROGRAPH VOL: 0.9780 ac-ft 3 3 HOME END F1:Find F2:New F3:Get F4:Tc-Calc F5:Delete 3 3 Pgup Pgdn F6:Compute F7: FS:Method F9:Template F10:Exit 3 T mMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMA9MMMMMMMMMMMMIMMMMMMMMMMM�IMMMM�IMMMMMMMM.' File Basin Hydrograph Storage Discharge Level pool 3MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMB 3 INPUT, MODIFY OR BROWSE DATA 3 3 BASIN ID DE100 SBUH HYDROGRAPH 3 3DESCRIPTION : DEV 100-YR, 24-HR STORM EVENT 3 3AREA (acres) 2.240 RAINFALL CHOICES 3 3RAIN PRECIP ( in) 6.90 1 . TYPE IA 3 3TIME INTERVAL(min) : 10.00 2. TYPE I 3 3TIME OF CONC (min) : 2.90 3. TYPE II 3 3RAINFALL SELECTION: 1 4. TYPE IIA 3 3ABSTRACT COEFF 0.20 5. TYPE 3 3 3BASE FLOW (cfs) 0.000 6. USER 1 3 3STORM DUR (hrs) 24.000 7. KC 7 DAY 3 3 B. CUSTOM 3 3PERVIOUS PARCEL IMPERVIOUS PARCEL 3 3AREA: 0. 160 acres AREA: 2.080 acres 3 3CN 82.00 CN 92.00 3 3 3 3 SUMMARY DATA 3 3PEAK HYDROGRAPH TIME: 7.83 hrs 3 3PEAK HYDROGRAPH FLOW: 3.<1228 cfs 3 . 3TOTAL HYDROGRAPH VOL: 1 .0970 ac-ft 3 3 HOME END F1 :Find F2:New F3:Get F4:Tc-Calc F5:Delete 3 3 Pgup Pgdn F6;Compute F7: FB:Method F9:Template F10:Exit 3 TMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMAtMMMMMMMMMMM�tMMMMMMM�'IMMMMMMMMMMMMM` File Basin Hydrograph Storage Discharge Level pool NL 3 3 3Rectangular vault 3 3Tra0ezoidal basin 3 3Underground pipe 3 3 TRAPEZOIDAL BASIN 3 3 STORAGE STRUCTURE ID; ST01 3 3 3 3Name: DETENTION POND 3 3Length. . . . . . . . . . : 100.00 Width. . . . . . . . . . : 8.00 3 3 Length Sslope 1 : 3.00 Width Sslope 3: 2.00 3 3 Length Sslope 2: 3.00 Width Sslope 4: 2.00 3 31nfiltration Rate. . : 0.00 (min/in) 3 3Starting Elevation. : 143.00 3 3Max Elev of Basin. . : 147.00 3 3Stage-Stc, Increment: 0. 10 3 3Structure Vol (cf) . : 8768.00 3 3 Ac-ft. -. 0.20 3 3 3 3 3 3PGUP PGDN F3: Get F6: Delete F10: Exit 3 Current Data Set Name: \STRETCH File Basin Hydrograph Storage Discharge Level pool 3 MULTIPLE ORIFICE 3 3 DISCHARGE STRUCTURE ID:CSI 3 3 3 3Name: CONTROL STRUCTURE 3 3Peak Dsgn Release 'Rate: 0.00 cfs Orif /flow/elev 3 30rifice Coefficient. . . 0.62 Dia (in)/cfs/ ft 3 3Lowest Orifice Dia ( in) . . : 3.06 3.06 0.54 cfs 3 3hl: Outlet to 2nd Orifice: 2.70 145.25 ft 3 3Second Orifice Dia ( in) . . : 7.55 7.55 2.04 cfs 3 3h2: 2nd to 3rd Orifice. . . : 0.70 145.95 ft 3 3Thir-d Orifice Dia ( in) . . : 4.31 4.31 0.52 cfs 3 3h3: 3rd to 4th Orifice. . . : 0.00 3 3Fourth Orifice Dia ( in) . . : 0.00 3 3h4: 4th to 5th Orifice. . . : 0.00 3 3Top Orifice Dia ( in) . . : 0.00 3 3 3 3Elevation of Lowest Orifice. . . . : 140.55 3 30utlet Elevation. . . . . . . . . . . . . . . : 142.55 3 3Max .Elev Above Outlet . . . . . . . . . . : 147.00 3 3Stage-Disch Increment. . . . . . . . . . : 0. 10 3 3 3 Av3PGUP PGDN F3: Get F6: Delete F10: Exit 3 Films " 'Basin Hydrograph Storage Discharge Level pool NL Olson & Assoc. Inc. 2ffHHNHHHHHMHNffNNMHq 3 Estimate Basin Size Based on Input Table 3 3 3Sizing 2 YEAR EVENT Orifice diameter: 3.06 inches 3 3Sizing 25 YEAR EVENT Orifice diameter : 7.55 inches 3 3Sizing 100 EVENT Orifice diameter : 3. 75 inches 3 3 3 3 3 3 3 3 3 3 3 Min Pipe Slope ( ft/ft) . . : 0.0050 Max Pipe Slope. (ft/ft) . . : 0.2000 Min Full Velocity . ( fps) . : 2.00 Min Cover at Struct (ft) : 2.50 Pipe Safety Factor . . . . . . : 1 .00 Available Memory remaining: 108952 bytes Current Data Set Name: \STRETCH File Basin Hydrograph Storage Discharge Level pool NL Olson & Assoc. Inc. 2HMMNNXHHNHHHHHHMN8 3 ROUTING COMPARISON TABLE 3 3 MATCH INFLOW STO DIS PEAK PEAK OUT 3 3 DESCRIPTION PEAK PEAK No. No. STG - OUT HYD, 3 3 32 YEAR EVENT 0.41 1 .31 STOI CS1 145. 16 0.41 7 3 325' YEAR EVENT 1 .64 2.35 STOI CS1 145.83 1 .64 8 3 3100 EVENT 2.27 3. 12 ST01 CS1 146.22 2.27 9 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 Press any key to exit 3 Available Memory remaining; 108952 bytes Current Data Set Name: \STRETCH File " 'Basin Hydrograph Storage Discharge Level pool NL 3 3 3Rectangular vault 3 3TrapOzoidal basin 3 3Underground pipe 3 3 TRAPEZOIDAL BASIN 3 3 STORAGE STRUCTURE ID: STOI 3 3 3 3Name: DETENTION POND 3 3Lenqth. . . . . . . . . . : 100.00 Width. . . . . . . . . . : 8.00 3 3 Length Sslope 1 : 3.00 Width Sslope 3: 2.00 3 3 Length Sslope 2: 3.00 Width Sslope 4: 2.00 3 31nfiltration Rate. . : 0.00 (min/in) 3 3Starting Elevation. : 143.00 3 3Max Elev of Basin— : 146.22 3 3Stage-Sto Increment: 0. 10 3 3Structure Vol (cf) . : 6119.50 3 3 Ac-ft. : 0. 14 3 3 3 3 3 3PGUP PGDN F3: Get M Delete F10: Exit 3 Current Data Set Name: \STRETCH 3/ 7/94 NL O1 soy & Assoc . Inc. page 1 STRETCH ISLAND FRUIT STAGE STORAGE TABLE TRAPEZOIDAL BASIN ID No. STOI Description: DETENTION POND Length: 100.00 ft . Width: 8.00 ft . Side Slope 1 : 3 Side Slope 3: 2 Side Slope 2: 3 Side .Slope 4: 2 Infiltration Rate: 0.00 min/inch STAGE (----STORAGE----) STAGE (----STORAGE----) STAGE (----STORAGE----) STAGE <----STORAGE----> (ft) ---cf--- --Ac-Ft- (ft) ---cf--- Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- -sss-_ ssss--se»ssa»ass»»ss.-s»_»sssssssnss- 143.00 0.0000 0.0000 143.90 981.79 0.0225 144.80 2510 0.0576 145.70 4621 0.1061 143.10 83.168 0.0019 144.00 1124 0.0258 144.90 2716 0.0623 145.80 4893 0.1123 143.20 172.70 0.0040 144.10 1273 0.0292 145.00 2920 0.0672 145.90 5173 0.1187 143.30 268.66 0.0062 144.20 1429 0.0328 145.10 3148 0.0723 146.00 5460 0.1253 143.40 371.07 0.0085 144.30 1592 0.0365 145.20 3375 0.0775 146.10 5755 0.1321 143.50 480.00 0.0110 144.40 1761 0.0404 145.30 3609 0.0829 146.20 6058 0.1391 143.60 595.49 0.0137 144.50 1938 0.0445 145.40 3851 0.0804 146.22 6120 0.1405 143.70 717.58 0.0165 144.60 2122 0.0487 145.30 4100 0.0941 143.80 846.34 0.0194 144.70 2313 0.0531 145.60 4357 0.1000 3/ 7/94 NL .Olson & Assoc. Inc. page 2 STRETCH ISLAND FRUIT STAGE STORAGE TABLE Infiltration Rating Curve for Storage Struct STOI STAGE (-INFILTRATION-) STAGE (-INFILTRATION-) STAGE (-INFILTRATION-) STAGE (-INFILTRATION-) MY ---cfs-- ------- (ft) ---cfs-- ------- (ftl ---cfs-- ------- (ftl ---cfs-- -- xsoszxxxxxx_zxxxxxxxxxxxxxxxxxxxszxszzzzxxxzxzxxxxxxxxxxxsxsxsxsxsssssss_xxaxxxxzxxsxxxxzzszzzzzxzzzzz 143.00 0.0000 143.90 0.0000 144.60 0.0000 145.70 0.0000 143.10 0.0000 144.00 0.0000 144.90 0.0000 145.60 0.0000 143.20 0.0000 144.10 0.0000 145.00 0.0000 145.90 0.0000 143.30 0.0000 144.20 0.0000 145.10 0.0000 146.00. 0.0000 143.40 0.0000 144.30 0.0000 145.20 0.0000 146.10 0.0000 143.50 0.0000 144.40 0.0000 145.30 0.0000 146.20 0.0000 143.60 0.0000 144.50 0.0000 145.40 0.0000 146.22 0.0000 143.70 0.0000 144.60 0.0000 145.50 0.0000 143.80 0.0000 144.70 0.0000 145.60 0.0000 3f 7/94 NL .Olson & Assoc . Inc. 15age 3 STRETCH ISLAND FRUIT STAGE DISCHARGE TABLE MULTIPLE ORIFICE ID No. CS1 Description: CONTROL STRUCTURE Outlet Elev: 142.55 Elev: 140.55 ft Orifice Diameter : 3.0586 in. Elev: 145.25 ft Orifice 2 Diameter: 7.5469 in. Elev: 145.95 ft Orifice 3 Diameter: 4.3125 in. STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE (--DISCHARGE---> STAGE (--DISCHARGE---> (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- xxxxxxxxxxxxxxxxsxsxssaxxxxxxxxxxxxxcxxxxxxxxxsxsxsxssscsxsxxxsssxxxxxxxxsxsxxsxxxxxxsxssxs-_sxsxxaxssxx 142.55 0.0000 143.70 0.2722 144.90 0.3892 146.10 2.0988 142.60 0.0568 143.80 0.208 143.00 0.3974 146.20 2.2439 142.70 0.0983 143.90 0.2950 145.10 0.4054 146.30 2.3740 142.80 0.1269 144.00 0.3057 145.20 0.4133 146.40 2.4941 142.90 0.1502 144.10 0.3161 145.30 0.7666 146.50 2.6069 143.00 0.1703 144.20 0.3261 145.40 1.0272 146.60 2.7136 143.10 0.1883 144.30 0.3358 145.50 1.2088 146.70 2.0154 143.20 0.2047 144.40 0.3453 145.60 1.3577 146.80 2.9129 143.30 0.2199 144.50 0.3545 145.70 1.4874 146.90 3.0067 143.40 0.2341 144.60 0.3635 145.00 1.6039 147.00 3.0973 143.50 0.2474 144.70 0.3722 145.90 1.7108 143.60 0.2601 144.80 0.3008 146.00 1.9.229 3/ 7/94 NL Olson gc Assoc. Inc. page 4 • STRETCH ISLAND FRUIT LEVEL POOL TABLE SUMMARY MATCH INFLOW ST DI <-PEAK-> STORAGE <--------DESCRIPTION---------> (cfs) (cfs) id id <-STAGE? id VOL (cf) 2 YEAR EVENT . . . . . . . . . . . . . . . . . 0.41 1 .31 STO1 CS1 145. 16 7 32 75. 15 25 YEAR EVENT . . . . . . . . . . . . . . . . 1 .64 2. 35 STO1 CS1 145.83 8 49 74.69 100 EVENT . . . . . . . . . . . . . . . . . . . . 2.27 3. 12 ST01 CS1 146.22 9 61 24.70 q *!TEND Hyd tb. I_, Hyd No. 2...... Hyd No. 3 0 ` ---Hyd No. 4 Hyd No. 5� N ttyd No. 6 M �• u �• c �N i : t t ;�►t u udfA•w•dn /�jp/• y Y 3 6 9 i 15 ie 21 24 Tine in !burs Hyd No. : 1 Rate: 0.82 cfs Times 8.00 hr Vol s 0.37 Ac-ft Int: 10.00 min Hyd No. : 2 Rates 1.31 cfs Time: 7.83 hr Vol s 0.46 Ac-ft Int: 10.00 min Hyd No. : 3 Rate: 1.64 cfs Time: 8.00 hr Vol 0.71 Ac-ft Int: 10.00 min Hyd No. : 4 Rate: 2.35 cfs Time: 7.83 hr Vol s 0.82 Ac-ft Int: 10.00 min Hyd No. : 5 Rate: 2.27 c f s Time: 8.00 hr Vol s 0.98 Ac-ft Int: 10.00 min Hyd No. s 6 Rates 3. 12 cfs Times 7.83 hr Vol 1. 10 Ac-ft Int: 10.00 min Haestad Methods F1owMaster I version 3.41 ZDDDDDDDDDDDDDDDDDDDD Trapezoidal - STRETCH ISLAND FRUITDDDDDDDDDDDDDDDDDDDDD? 3 3 3 3 3 3 Comment: BIOFILTRATION SWALE (WATER QUALITY) 3 3 3 3 Solve For . . . . . .Depth 3 3 3 3 Bottom Width. . . 2.00 ft Velocity. . . . . . . . 0.36 fps 3 3 Lt Side Slope. . 3.00: 1 (H:V) Flow Area. . . . . . . 1. 16 sf 3 3 Rt Side Slope. . 3.00: 1 (H:V) Flow Top Width. . 4.23 ft 3 3 Manning' s n. . . . 0.240 Wetted Perimeter . 4.35 ft 3 3 Channel Slope. . 0.0200 ft/ft Critical Depth. . 0. 11 ft 3 3 Depth. . . . . . . . . . 0. 37 ft Critical Slope. . 1.8894 ft/ft 3 3 Discharge. . . . . . 0.42 cfs Froude Number . . . 0. 12 3 3 3 3 3 3 3 3 3 @DDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDY Enter Discharge <Fi> Help <F2> Print <F3> Calculator <PgDn> Create Table <ESC> Exit Haestad Methods F1awMaster I version 3.41 ZDDDDDDDDDDDDDDDDDDDD Trapezoidal - STRETCH ISLAND FRUITDDDDDDDDDDDDDDDDDDDDD? 3 3 3 3 3 3 3 Comment: BIOFILTRATION SWALE (CAPACITY) 3 3 3 3 Solve For . . . . . .Depth 3 3 3 Bottom Width. . . 2.00 ft Velocity. . . . . . . . 1 . 4 sf 3 0 fps 3 3 Lt Side Slope. . 3.00: 1 (H:V) Flow Area. . . . . . . . 3 5 3 Rt -Side Slope. . 3.00: 1 (H:V) Flow Top Width. . .7 ft 3 3 Manning's n. . . . 0.070 Wetted Perimeter 5.93 ft 3 3 Channel Slope. . 0.0125 ft/ft Critical Depth. . 0.35 ft 3 3 Depth. . . . . . . . . . 0.62 ft Critical Slope. . 0. 1159 ft/ft 3 3 Discharge. . . . . . 3. 12 cfs Froude Number ... . 0.35 3 3 3 3 3 3 3 3 3 @DDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDY Enter Worksheet Description <F1 > Help ' <F2> Print <F3> Calculator <PgDn> Create Table <ESC> Exit Haestad Methods F1owMaster I version 3.41 ZDDDDDDDD Circular Channel : Manning's Equation - STRETCH ISLAND FRUITDDDDDDDD3 .� 0 3 3 3 3 3 3 Comment: CONTROL STRUCTURE INLET/OUTLET CULVERTS 3 3 Solve For . . . . . .Actual Depth 3 3 3 3 Diameter . . . . . . . 1 .25 ft Velocity. . . . . . 4.26 fps 3 3 Slope. . . . . . . . . . 0.0050 ft/ft Flow Area. . . . . 0.73 sf 3 3 Manning's n. . . . 0.012 Critical Slope 0.0052 ft/ft 3 3 Discharge. . . . . . 3. 12 cfs Critical Depth 0.71 ft 3 3 Depth. . . . . . . . . . 0.72 ft Percent Full . . 57.60 % 3 3 Froude Number. 0.98 3 3 Full Capacity. 4.95 cfs 3 3 UMAX @.94D. . . . 5.32 cfs 3 3 3 3 3 3 3 ODDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDY Enter Worksheet Description <F1 > Help <F2> Print <F3> Calculator <PgDn> Create Table <ESC> Exit ()4690nsite Consulting Services P.O.fox 226 Wmmn,WA 9839&=U 2534W7-3183,233-312-4109(Mobib),2W-M31"(tau) sweekNOusa.ntt June 10, 2003 Pam Denton Mason County Department of Health Services Post Office Box 1666 Shelton, WA 98584 Reference: Site Changes at Stretch Island Fruit Production Facilities #PAR2-3-00029 Dear Pam: Ron Sagerson of Stretch Island Fruit Company recently contacted me regarding their expansion plans. At this stage, they want to remove the existing two-bedroom residence replacing it with a 60'X 24' office space for maintenance personnel. Ron said the proposed building has been assigned a capacity of six employees. The existing two-bedroom mobile home residence is a caretakers unit. Assuming a typical residential flow from the unit, it could have contributed some 240 gallons per day to the sewage flow. This sewage flow is commingled with the industrial flow, treated through the NIBBLER treatment process, provided with enhanced treatment through a sandfilter, and then discharge to a remote drainfield. The system was approved for a flow of 2,000 gallons per day. Consulting the new EPA "Onsite Wastewater Treatment Systems Manual„, they estimate office employees to generate between 7 and 16 gallons per day with a typical figure of 13 gallons per day. With your approval of the remodel proposal, the caretakers residence will be removed resulting in an estimated reduction in the daily sewage flow of 240 gallons. The addition of the Maintenance building may increase sewage flow by (16 X 6) gallons per day. The net effect of the change could be a reduction in the sewage flow by some 144 gallons per day. Based on these conclusions we ask that your agency approve the proposal. If there are additional questions, concerns, or other information is needed please contact me a 253-857- 3185. Sincerely, / Stephen C. Wecker R.S. L.D. 5100149 RECEIVED AVG 181003 426 W. CEDAR ST.