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Home My WebLink About41 DP Stop & Store 00-500067 3820 HarveyDEVELOPMENT PERMIT PERMIT NO. 02-67 ((~ Project: STOP AND STORE MINI-STORAGE COlllGl STATION FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: JORDON SUBDIVISION LOT 1, BLOCK 1 DATE OF ISSUE: 7/25/02 OWNER: PAT MAREK 2112 SOUTHWOOD DRIVE COLLEGE STATION , TX 77840 TYPE OF DEVELOPMENT: SPECIAL CONDITIONS: SITE ADDRESS: 3820 HARVEY RD DRAINAGE BASIN: Carter's Creek VALID FOR 9 MONTHS CONTRACTOR: Full Development Permit All construction must be in compliance with the approved construction plans All trees must be barricaded, as shown on plans, prior to any construction . Any trees not barricaded will not count towards landscaping points . Barricades must be 1' per caliper inch of the tree diameter. EROSION CONTROL MUST BE IN PLACE AND MAINTAINED The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Dra i nage Policy and Design Criteria . If it is determined the prescribed erosion control measures are ineffective to retain all sediment onsite , it is the contractors responsibility to implement measures that will meet City , State and Federal requirements . The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original condition, placement and state. The Owner and/or Contractor shall be responsible for any damage to adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment as well as erosion, siltation or sedimentation resulting from the permitted work. Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced before any operations of this permit can begin. In accordance with Chapter 13 of the Code of Ordinances of the City of College Station , measures shall be taken to insure that debris from construction, erosion , and sedimentation shall not be deposited in city streets , or existing drainage facilities . I hereby grant this permit for development of an area outside the special flood hazard area. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit application for the above named project and all of the codes and ordinances of the City of College Station that apply . Date ) Owner/Agent/Contractor Date ASll lit BROW/VE El'YGIJ'YEERII'YG1 ll'YC. Engineers and Consultants P,Q, Box 10838, College Station, Texas 77842 979-846-6914 877-245-4839 Fax: 979-846-8914 December 29, 2000 Bridgette George Asst. Development Coordinator City of College Station P.O . Box 9960 College Station, Texas 77842 Re .: Stop and Store Mini Storage -Site Plan COCS No. 0-186 Dear Ms . George: As per your request, the following items address the information you requested : 1. The revised engineer's estimate for this line is as follows : 6 11 0 AWWA C900 CL200 PVC 8" x 6" Tapping Sleeve & Valve 6" 0.1. 90 ° Bend Fire Hydrant Assembly (Modified Type 3) 325 LF @ $ 20/LF 1 EA@ $1,000/EA 1 EA @ $ 200/EA 1 EA@ $1 ,750/EA $ 6,500 $ 1,000 $ 200 $ 1.750 Total Estimate Construction Cost: $ 9,450 2. I have attached the easement dedication application and associated attachments . -'r Please let me know when I can bring a mylar set of drawings for the approval stamp. If you or any of the staff has questions regarding this project, please feel free to call. CQ.-1 L-{/ ASll 8t BROWNE ENGINEERING1 INC. E ngineers and Consultants P.O. Box 10838, College Station, Texas 77842 979-694-2123 877-245-4839 Fax: 979-694-3694 TO: Phone: Spencer Thompson , E. I. T. Graduate Engineer City of College Station P.O. Box 9960 College Station , Texas 77842 DATE: RE: TRANSMITTAL LETTER August26 ,2002 Stop and Store Mini-Storage Fax: 979-764-3570 ABEi No.: 1033001 979-764-3496 ATTACH. DESCRIPTION 6 Bluelines of approved construction drawings. THESE ARE BEING SENT: o At your request o For your information o Per our conversation o For your signature o For further action as noted o Per contract o For your approval o For review and comment o For your use o For _________ _ o At request of-------o Original will follow by mail REMARKS: If you have any questions, please call. Copy to: \\Abe i#6\0FFICE\Projects\1033 -Marek Brothers Construction , lnc\001 -Mini -Storage Warehouses\Letters\COCS -Thom pson01 -TLetter.wpd ASll lJt BROWNE ENGINEERING, INC. Enameers and Consultants P.O. Box 10838, College Station, Texas 77842 979-694-2123 877-245-4839 F ax: 979-694-3694 / Deborah Grace Development Services City of College Station P.O. Box 9960 College Station, TX 77842 Re: Stop and Store Mini-Storage ABEi No. 1033001 Dear Deborah: December 6, 2000 Attached is the legal description for the waterline easement for the Stop and Store Mini- Storage Warehouses on S. H. 30 for Pat and Joe Marek. Please disregard the easement description dated October 9, 2000, that was submitted with the original set of plans. I would suppose that this description goes to legal for the preparation of the easement documen . Give me a call if you have questions. Elrey B. Ash Ash & Browne Engineering, Inc. A centerline description for an easement covering the water line and fire hydrant in the Pat and Joe Marek Mini-Storage Project at 3820 Harvey Road. Beginning at a point, said point being the Northwest comer of Lot 1Block1 of the Jordan Subdivision in the City of College Station, Texas, said point also lying in the Southeast RO.W. line of State Highway 30 (Harvey Road). Thence N 45 ° 03' 43" E along the Northwest property line of Lot 1 Block 1 of the Jordan Subdivision, same being the Southeast RO.W. line of State Highway 30, 67.76 feet to the Point of Beginning. Thence S 44 ° 53' 55" E along a line, said line being parallel to and 67. 76 feet northeast of the southwest line of Lot 1 Block 1, said line being the centerline of a 10 foot wide Utility Easement, a distance of328.93 feet to a point for an angle to the left. Thence N 45 ° 06' 05" Ea distance of 18.63 feet along a line, said line being the centerline of a 10 foot wide Utility Easement, to a point for ending, containing 3,475.6 square feet of property more or less. 12 1 19 1 00 16:28 'B979 764 3496 DEVELOPMENT SVCS TRA SMISSION OK TX/RX NO . CONNECTION TEL CONNECTION ID START THIE USA GE TIME PAGES RESULT *************************** *** ACTIVITY REPORT *** *************************** 5697 12 /19 16:27 00 '35 1 OK 96943694 \41001 EASEMENT DEDICATION SHEET (To be filled in and submitted with construction plans and specifications for preliminary rev iew) THIS SECTION TO BE COMPLETED BY CITY STAFF REQUESTED BY: ___________________ _ EXT . ___ _ (City Department and Name of Person to Contact) ACCOUNT NO . _______________ _ (For ordering title work , appraisals , etc .) TYPE OF EASEMENT: __ _ Public Utilities (PUE) PROJECT NO. ____ _ Temporary Blanket PUE (prior to bu ilding permit) SPECIAL INSTRUCTIONS :------------------------ REVIEW AND APPROVAL REQUIRED/GIVEN BY THE FOLLOWING DEPARTMENTS: Approval Required By: Electric Water/WW Asst. City Engineer. Approval Given By: (please initial) ___ Electric ___ Water/WW ___ Asst. City Engineer METES & BOUNDS DESCRIPTION CHECKED FOR CLOSURE BY:----------- (City Staff -Name/Dept.) THIS SECTION TO BE COMPLETED BY APPLICANT PROPERTY OWN ER(S): ____ -.,-;-:-------,-,,...--___,.,...--...,.,....----,.,--.,.._,,.-------- (Names must be exactly as they appear on the deed) ADDRESS: _______________ _ PHONE NUMBER: ------- ALL LENDERS (Please furnish copies of all lien documents): ____ -.,.,..,-----,-..,....,...,....---,-------- (Names and Addresses ) IF OWNER IS A CORPORATION , PARTNERSHIP , OR JOINT VENTURE (also see #4 below): 1. State of Incorporation/Registration---------------------- 2 . Partners' Names (if applicable) ----------------------- 3 . Person Authorized to Sign-----....,.,...,.--....,..,,,,,,.....,----------------- (Name and Title ) LEGAL DEPARTMENT MUST BE PROVIDED WITH THE FOLLOWING: 1. A copy of a recent (within 90 days) deed or title Insurance policy showing the names of the grantors/owners ; and 2. For unplatted property , a signed, sealed and dated metes and bounds description and a diagram of the property showing the location of the easement ; or 3 Fo r platted property, a copy of the plat showing the lot , block , subd ivision , and recording information . 4. For blanket easements, a signed, sealed and dated metes and bounds description and a diagram of the property . 5. Corporate or partnership owners must furnish a copy of a corporate resolution or other proof of authority to sign on behalf of the corporation , partnership , or j oint venture . 6. Name , address and phone number of person who is to receive the easement and be responsible for getting it executed : Any land acquisition resulting from Capital Improvement Projects requires a meeting with the Legal Department. bg\i:\group \deve_ser\fonns \engr\easement dedica tion sheet '02 .doc 810 1100 ASll lit BROWNE El'IGIJ'IEERIJVG, IJVC. EnaiJteers and ComaltanCs P.O. Box 10838, College Station, Texas 77842 979-694-2123 877-245-4839 Fu: 979-694-3694 ,/ Deborah Grace Development Services City of College Station P.O. Box 9960 College Station, TX 77842 Re: Stop and Store Mini-Storage ABEi No. 1033001 Dear Deborah : December 6, 2000 Attached is the legal description for the waterline easement for the Stop and Store Mini- Storage Warehouses on S. H. 30 for Pat and Joe Marek. Please disregard the easement description dated October 9, 2000, that was submitted with the original set of plans. I w:>uld suppose that this description goes to legal for the preparation of the easement document. Give me a call if you have questions. Elrey B. Ash Ash & Browne Engineering, Inc. .. A centerline description for an easement covering the water line and fire hydrant in the Pat and Joe Marek Mini-Storage Project at 3820 Harvey Road. Beginning at a point, said point being the Northwest comer of Lot 1 Block 1 of the Jordan Subdivision in the City of College Station, Texas, said point also lying in the Southeast RO.W. line of State Highway 30 (Harvey Road). Thence N 45° 03' 43" E along the Northwest property line of Lot 1Block1 of the Jordan Subdivision, same being the Southeast RO.W. line of State Highway 30, 67.76 feet to the Point of Beginning. Thence S 44 ° 53' 55" E along a line, said line being parallel to and 67. 76 feet northeast of the southwest line of Lot 1 Block 1, said line being the centerline of a 10 foot wide Utility Easement, a distance of328.93 feet to a point for an angle to the left. Thence N 45° 06' 05" Ea distance of 18.63 feet along a line, said line being the centerline ofa 10 foot wide Utility Easement, to a point for ending, containing 3 ,475 .6 square feet of property more or less. ASH IJt BROW/VE El'YGl!YEERll'YG1 ll'YC. F.apaeen llOd C-it.ds P.O. Box 10838, College Station, Texas 77842 979-694-2123 877-2454839 Fax: 979-694-3694 December 22, 2000 Natalie Ruiz Development Coordinator City of College Station P.O . Box 9960 College Station, Texas 77842 Re .: Stop and Store Mini Storage -Site Plan/Construction Drawings COCS No. 0-186 Dear Natalie: As per our conversation this afternoon, please find attached to set of construction drawings for the above referenced project. The drawings have been revised at the request of the City to reflect the relocation of the retaining walls out of the sewer line easement. ~1z..-Z~ ~/Please review these changes at your earliest convenience. Let me when I can bring mylar copies for your approval signature. look forward to hearing from you. If you have any que ions, p ease o not hesitate to call . Sincerely, ASH & BROWNE ENGINEERING, INC. Attachments 1o ~55v<-<-~~ -P--""', +--w~ ~ £"'?5,----s.G~--L-C.-0 bJ.~ c // L,.,.__,,,.L I,....__ ...... +c.- /f1,!4 rS r~.,.,,,,;(; /',.{,,,,') 1 :;~. C:VJffloelProjecl1033 -Malek Brclhers Construction. lnc\001 -Mlfli..Slolage Wa""""-~ • Ruiz01 -Leaier.wpd ' ASll lit BROW/YE El'YGIJ'YEERll'YG1 INC. Engineers and Consultants P.O. Box 10838, College Station, Texas 77842 979-846-6914 877-245-4839 Fax: 979-846-8914 January 2, 2001 Bridgette George Asst. Development Coordinator City of College Station P.O. Box 9960 College Station , Texas 77842 Re .: Stop and Store Mini Storage -Site Plan COCS No. 0-186 Dear Ms. George: As per your request, please find the revised description for the waterline easement for the above referenced project. Also, the owner has contacted the title company and for the letter stating the no activity has occurred on this property within 90 days. As soon as I receive the letter, I will fax it to you . If I can be of any further assistance, please call. Sincerely, A;;;zE~ J. Dale Browne, Jr., P.E. Attachments ASll lit BROW/YE EIYGllYEERIIYG1 IIYC. Eqlneen and Consultants P.O. Box 10838, College Station, Texas 77842 979-694-2123 877-245-4839 Fax: 979-694-3694 December 22, 2000 Natalie Ruiz Development Coordinator City of College Station P.O. Box 9960 College Station, Texas 77842 Re.: Stop and Store Mini Storage -Site Plan/Construction Drawings COCS No. 0-186 Dear Natalie: As per our conversation this afternoon, please find attached to set of construction drawings for the above referenced project. The drawings have been revised at the request of the City to reflect the relocation of the retaining walls out of the sewer line easement. ~ 1z..-i"YA? ~ / Please review these changes at your earliest convenience . Let me when I can brin m lar copies for your approval signature. look forward to hearing from you. If you have any que t0ns, p ease o not hesitate to call. Sincerely, ASH & BROWNE ENGINEERING, INC . ite Browne, Jr., PE ~· Attachments C:'Dffic:e\Projects\1033 -Marek BrolhefS Construction , lnc'4)()1 -Mini-Slonlge Warehouses\L-.S\COCS -Ruiz01 -l.etler.wpd ASll 8t BROW/YE EJYGIJYEERIIYG1 IJYC. Engjneers and Consultants P.O. Box 10838, College Station, Texas 77842 979-694-2123 877-245-4839 Fax: 979..{)94-3694 December 22, 2000 Natalie Ruiz Development Coordinator City of College Station P.O. Box 9960 College Station, Texas 77842 Re.: Stop and Store Mini Storage -Site Plan/Construction Drawings COCS No. 0-186 Dear Natalie: As per our conversation this afternoon, please find attached to set of construction drawings for the above referenced project. The drawings have been revised at the request of the City to reflect the relocation of the retaining walls out of the sewer line easement. Please review these changes at your earliest convenience. Let me when I can bring mylar copies for your approval signature. I look forward to hearing from you. If you have any questions, please do not hesitate to call . Sincerely, ASH & BROWNE ENGINEERING, INC. ~e Browne, Jr., P.E. ~ Attachments C:\Office\Projec:ts\1033 -Marek Brothers Construction , lnc\001 -Mini-Storage Warehouses\Letters\COCS -Ruiz01 -Letter.wpd ~'~W SUPPLEMENTAL DEVELOPMENT PERMIT INFORMATIOg>-5 DOJh7 Application is hereby made for the following development specific waterway alterations: D1sqtAKG.G F~,IY\ 6roP f ~ro/CE ;V/;;<J1 -5-rp;sAG£ Srrc; p11{G;-c.TL Y r,uw ACKNOWLEDGMENTS: I. '1" £ ,#1-4 .e.t: K , design engineer/owner, hereby acknowledge or affirm that: The information and conclusions contained in the above plans and supporting docwnents comply with the current requirements of the City of College Station, Texas City Code, Chapter 13 and its associated Drainage Policy and Design Standards. As a condition of approval of this permit application, I agree to construct the improvements proposed in this application according to these the req · ments of Chaprer 13 of the O>llege SWio~~ ~ Co M CERTIFICATIONS: (for proposed alterations within designated flood bv.ard areas.) A. I. certify that any nonresidential structure on or proposed to be on this site as part of this application is designated to prevent damage to the structure or its contents as a result of flooding from the 100 year storm. Engineer Date B . I. certify that the finished floor elevation of the lowest floor, including any basement, of any residential structure, proposed as part of this application is at or above the base flood elevation established in the latest Federal Insurance Administration Flood Haz.ard Study and maps, as amended. Engineer Date C . I. certify that the alterations or development covered by this permit shall not diminish the flood-carrying capacity of the waterway adjoining or crossing this permitted site and that such alterations or development are consistent with requirements of the City of College Station City Code, Chapter 13 concerning encroachments of floodways and of floodway fringes . Engineer Date D. I. do certify that the proposed alterations do not raise the level of the 100 year flood above elevation established in the latest Federal Insurance Administration Flood Haz.ard Study. Engineer Date Conditions or comments as part of approval:---------------------------- In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities. I hereby grant this permit for development. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer for the above named project. All of the applicable codes and ordinances of the City of College Station shall apply. SITE PLAN APPLICATION SITEAPP.DOC 03125199 3 of3 FOR OFFICE USE ONLY CASE NO. ____ _ DATE SUBMITrED SITE PLAN APPLICATION MINIMUM SUBMITTAL REQUIREMENTS ,c;,...Site plan application completed in full. $100.00 Application Fee. f $100.00 Development Pennit Application Fee. ---:vr $300.00 Public Infrastructure Inspection Fee if applicable . (This fee is payable if construction of a public waterline, sewerline, sidewalk, street or drainage facilities is involved.) V . Ten ( 10) folded copies of site plan. -~-A copy of the attached site plan checklist with all items checked off o r a brief explanation as to why they are not checked off. APPLICATION DATA NAME OF PROJECT ADDRESS LEGAL DESCRIPTION APPLICANT (Primary Contact for the Project): Name "P,...,., 1\X../l.....R_E L Street Address '2-i \ z.._ 'Sou-:t+w oo ~ l\z.\J ~ City {QLL..Gt:.e-~77 VJJ State ·-rG-~ Zip Code ·-,1 ¥40 E-Mail Address ------------ Phone Number (,ftlv -S-5& Z-Fax Number ------------------ PROPERTY OWNER'S INFORMATION: StreetAddress __ 'S,_/\N'_,~"6--·~A=s~_A-~-B~l~>/~P-______ _ City _____________ _ E-Mail Address State ____ Zip Code _____ _ -------------~ ARCI-IlTECT OR ENGINEER'S INFORMATION: N A.c .,L:: ·2 __ _,. c ·' ? I ame .:> ,-'. V.LVwiJe-r.c~ i (VISG~iN <\ I Street Address .. Y:SOO "S>;-Af13. if wY (vs I 5FT73-JOfS ~ City CvL~C:-c.G r_;;TP-T7 Li,J State -1 ~ Zip Code 1 ·1 ~45 E-Mail Address t).be i (C~ -h.t._ c.v hd. w""" I Phone Number &A 4· -Z. i Z. 3> Fax Number _ _J(L..ko::.-'1'-4_,_-_-__::::3'-"G"'-~a_,_14_.__ _________ _ OTIIER CONT ACTS (Please specify type of contact, i.e . project manager, potential buyer, local contact, etc .) Name ------------------------------------- Street Address __________________ City _____________ _ State Zip Code ______ E-Mail Address ------------- Phone Number Fax Number SITE PLAN APPLICATION SITEAPP.DOC 03125199 ------------------- 1 of3 CURRENT ZONING C-3 ___ __::::::..__ _____ _ JRESENT USE OF PROPER1Y PROPOSED USE OF PROPERTY V ARIANCE(S) REQUESTED AND REASON(S) #OF PARKING SPACES REQUIRED __ 1_2 _-<?"_-_ 0 MULTI-FAMILY RESIDENTIAL Total Acreage ___ _ Floodplain Acreage __ Housing Units ___ _ # of 1 Bedroom Units # of 2 Bedroom Units # of 3 Bedroom Units # of 4 Bedroom Units FOR 2 BEDROOM UNITS ONLY __ # Bedrooms ~ 132 sq. ft. __ # Bedrooms < 132 sq . ft. #OF PARKING SPACES PROVIDED __ l 3 __ ~OMMERCIAL Total Acreage Building Square F eet 3 '8', I C/ 2.. Floodplain Acreage f -O -- The applicant has prepared this application and certifies that th e facts stated h erein and exhibits attached hereto are true and correct . . • Sif'}ra~Applicant SITE PLAN APPLICATION SITEAPP .DOC 03/25199 Date 2 of3 • A centerline description for an easement covering the water line and fire hydrant in the Pat and Joe Marek Mini-Storage Project at 3820 Harvey Road. Beginning at a point, said point being the Northwest comer of Lot 1 Block1 of the Jordan Subdivision in the City of College Station, Texas, said point also lying in the Southeast R.O.W . line of State Highway 30 (Harvey Road). Thence N 45° 03' 43" E along the Northwest property line of Lot 1Block1 of the Jordan Subdivision, same being the Southeast R.O.W . line of State Highway 30, 67.76 feet to the Point of Beginning. Thence S 44 ° 53' 55" E along a line, said line being parallel to and 67. 76 feet northeast of the southwest line of Lot 1 Block 1, said line being the centerline of a 10 foot wide Utility Easement, a distance of 406.16 feet to a point for ending, containing 4061.6 square feet of property, more or less. R 1-w-o -oR \ COMPI IA CE DE 2000 C OLLEG STATION E NG INEERING FINAL DESIGN REPORT FOR THE STOP AND STORE MINI-STORAGE LOCATED O N Lot 1, Block 1 of the Jordan Subdivision College Station, Texas PREPARED FOR: Marek Bros. Construction , Inc . 2112 Southwood Dr .. College Station, Texas 77840 SUBMIT TE D B Y: Ash & Browne Engineering, Inc. P.O. Box 10838 College Station, Texas 77842 November 2000 ABEi No. 1033001 C COPYRIG!ff 2000, ASH & BROWNE ENGINEERING, INC . ,,,,,,, ---'€.OF TE \\ -J. ~"'··········~ \l ;'C:J~,o"* "·.'f 't ,,, ... "·*'' '*. . ' ,, ·z·1 29 ~ ·* '.~: .. : ..................... : ... ~ ~ J DALE BR OWN E, JR. ~ ~···~···"'''"""'''''''''''!"°" '•'*··. 81890 Q /if ·,~~~~J~~!~!.~~ic,7~ I A\.. - ~ - TABLE OF CONTENTS SECTION 1 -DRAINAGE REPORT GENERAL LOCATION AND DESCRIPTION Location . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Section 1 - 1 Description of Property . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Section 1 - 1 DRAINAGE BASINS AND SUB-BASINS Primary Basin Description . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Section 1 - 1 Secondary Drainage Basin Description . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Section 1 - 1 DRAINAGE DESIGN CRITERIA Regulations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Section 1 - 2 Development Criteria Reference and Constraints . . . . . . . . . . . . . . . . . . . . . . . . . . Section 1 - 2 HYDROLOGICAL CRITERIA Design Rainfall and Storm Recurrence Intervals . . . . . . . . . . . . . . . . . . . . . . . . . . . Section 1 - 2 Table #1 Design Rainfall . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Section 1 - 2 Runoff Calculation Method . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Section 1 - 3 Table #2 CN Numbers and Time of Concentration Values . . . . . . . . . . . . . . . . . . . . . Section 1 -3 HYDRAULIC CRITERIA Discharge Channel . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Section 1 - 3 Detention and Storage Calculation Method . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Section 1 - 3 Water Surface Elevation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Section 1 - 4 DRAINAGE FACILITY DESIGN General Concept . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Section I - 4 Table #3 Summary of Calculations Section 1 - 4 CONCLUSION Compliance with City Standards . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Section 1 - 5 Effectiveness of Drainage Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Section 1 - 5 Explanation of the Effectiveness of Existing and Proposed Improvements . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Section 1 - 5 FIGURES CALCULATIONS #1 RUNOFF CALCULATIONS CALCULATIONS #2 DISCHARGE CHANNEL DATA AND RESULTS CALCULATIONS #4 POND ROUTING CALCULATIONS CALCULATIONS #5 HEC-RAS DATA AND RESULTS ATTACHMENTS SECTION 2 -WATER SYSTEM/FIRE FLOW ANALYSIS FIRE FLOW REQUIREMENTS Fire Flow Calculations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Section 2 -1 HYDRAULIC CALCULATIONS BASED ON REQUIRED FIRE FLOW Pipe Flow Calculations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Section 2 -1 Table #1 Pipe Flow . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Section 2 -2 Pressure Calculations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Section 2 -2 Table #2 Pressure Loss . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Section 2 -2 CONCLUSION Compliance with City and TNRCC Requirements . . . . . . . . . . . . . . . . . . . . . . . . . . Section 2 -3 CALCULATIONS ATTACHMENTS ----------------- DRAINAGE REPORT Design Report for November 2000 STOP AND STORE MINI-STORAGE CERTIFICATION "I certify that this report for the drainage design of the Stop and Store Mini-Storage located on Lot 1 Block 1 of the Jordan Subdivision was prepared by me in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof." J. Dale Browne, Jr., P .E . Licensed Professional Engineer State of Texas No. 81890 Design Report for November 2000 STOP AND STORE MINI-STORAGE GENERAL LOCATION AND DESCRIPTION Location The proposed building site is located on Lot I Block 1 of the Jordan Subdivision located in the City of College Station . The property is located on the south side of State Hwy 3 0, approximately 1,500' east of Linda Lane, and 1, 100' west of Pamela Lane. Immediately adjacent to the south of this property is the Harvey Hillsides Subdivision . Refer to Figure #1 for the general location map . The nearest primary drainage-way, Carter Creek, is located approximately 5,200 feet to the west. The property is located in ''Flood Zone X" and is ±1,800 feet east of the limits of''Flood Zone A" on an unnamed tributary of Carter Creek as shown on FEMA (Federal Emergency Management Agency) map number 48041CO161 C, panel number 161 . Description of Property Lot 1 contains 1.86 acres of land (mixed grassland and partially wooded) and contains no primary or secondary drainage-ways within this lot. Near the most northerly comer of the lot there exists a drainage culvert which crosses S . H. 30 and flows into a small drainage-way located along the northeast line of tlie lot on the property adjacent to Lot 1. The drainage-way flows in a southerly direction to a tributary of Carter Creek. The proposed project will involve the construction of two single-story rental storage facilities with a small portion of the building being used as an office area. The office area will be approximately 3 ,200 SF and the rental storage area will be approximately 30,880 SF . Other improvements consist of concrete paving to provide the necessary parking/access to the site and retaining walls. All of the drainage from the developed site will be discharged into a detention facility ; thence, to a secondary drainage-way located along the southern property line . DRAINAGE BASINS AND SUB-BASINS Primary Basin Description The property is not located within a drainage basin as set forth in the City of College Station -"Drainage Policy and Design Standards" (Policy). As stated previously, the ''Flood Insurance Rate Map" produced by FEMA illustrates that the property lies within ''Flood Zone X''. Zone Xis defined as "Areas of 500-year flood ; areas of 100-year flood with average depths of less than 1 foot or with drainage areas less than 1 square mile ; and areas protected by levees from 100-year flood ."(FEMA). On-site and topographic information of the site show that no levees have been constructed to protect property from the 100-year flood and that the drainage area for secondary drainage-way is less than 1 square mile . Based on the attached calculations, it appears that the property is within an area of the 500-year flood . Refer to Figure #2 for the FIRM map associated with this project. Secondary Drainage Basin Description Figure #1 shows that the site discharges directly into an unnamed tributary of Carter Creek. This secondary drainage pathway will then transport the stormwater to Carter Creek which is located approximately 5,200 Section 1 - 1 Design Report for November 2000 STOP AND STORE MINI-STORAGE feet to the west. This tributary of Carter Creek is a grassy/wooded waterway . DRAINAGE DESIGN CRITERIA Regulations No deviations were taken from the City 's "Drainage Policy and Design Standards" when this report was composed . Development Criteria Reference and Constraints No prior reports or investigations are available for this site . Since no other reports are available, this report looks at the impact that the proposed development will have on the secondary drainage-way. The existin g site is undeveloped and has no existing streets or drainage structures/ infrastructure . At present, runoff from the site naturally flows over the grassy/partially wooded site and is discharged into the secondary drainage-way . Of the existing 1.87 acres , only 1.67 acres will be developed . The remaining property that is not developed will be left in its present condition. The 1.67 acres will consist o f 1.47 acres ofimpervious surface (concrete pavement, building, etc .) and 0 .20 acres ofpervious surface (grass, landscape, etc .) Runoff from the developed area will drain to the rear (south end) of the lot where it will be discharged into a detention facility ; thence, released into the secondary drainage system via a discharge metered structure. HYDROLOGICAL CRITERIA Design Rainfall and Storm Recurrence Intervals The design rainfall and storm recurrence intervals for the proposed site were taken in accordance with Table ID-3 of the Policy. The following table shows the design rainfalls and storm recurrence intervals: Table #1 Design Rainfall Storm Return 24 Hour Rainfall Period Depth (years) (inches) 2 4 .5 5 6.2 10 7.4 25 8 .8 50 9 .8 100 11.0 Section 1 - 2 Design Report for November 2000 STOP AND STORE MINI-STORAGE Type II rainfall distribution was used as per Section III., C ., 3 ., a . of the Policy . Runoff Calculation Method Runoff for the developed area was calculated using the Rational Method as permitted by the Policy. Runoff coefficients ("C") and the time of concentrations were determined for the existing and proposed land use . The following table shows the runoff coefficients and calculated/used time of concentrations that were used in the calculations . Table #2 CN Numbers and Time of Concentration Values Drainage Area c Time of Concentration (min) Undeveloped Site Pervious Surface 40 15 (native trees/grass) Developed Site Pervious Surface 40 10 (native trees/ grass) Impervious Surface 90 (concrete, building, etc.) Peak discharge of the pre-developed and post-developed site conditions have been graphed to show the increase in runoff from the site . Refer to Calculations# 1 for a summary of runoff calculations for each storm event. Refer to Figures 3 through 8 for the pre-developed and post-developed hydrographs . These hydrographs were derived from the data that was used to compile the summary runoff calculations found in Calculations # 1 and #4 . HYDRAULIC CRITERIA Discharge Channel The discharge channel will be designed so that the velocity is less than or equal to 3 ft/s . The proposed channel will be a trapezoidal cross section with a bottom width of 10' and side slopes of 3 : 1 (H: V). The channel will be lined with rock riprap to eliminate erosion. Refer to Calculations #2 for calculations for the discharge channel. Detention and Storage Calculation Method The detention facilities were designed using PondPack V7 . 0 by Haestad Methods. The volume of the detention facility was determined by the "Modified Rational Method". This method determines the worst Section 1 - 3 Design Report for November 2000 STOP AND STORE MINI-STORAGE case storm duration for each storm event and routes the flow through the proposed detention basin . Based on how the runoff flows through the detention facility, changes have to be made either to the detention basin and/or the outlet structure to obtain the needed results (i .e . discharge less than or equal to pre-developed conditions). Refer to Calculations #3 for the IDF data used for each storm and staging curve data for the detention basin and discharge structure . Figures 9 and 10 graphically show the staging data, respectively . Refer to Calculations #4 for the pond routing calculations and executive summary for each storm event. Figures 3 through 8 show the routed flow through the detention facility in comparison with the pre-developed and post-developed conditions. Water Surface Elevation The impact of this proposed development on the water surface elevation within the creek was determined with HEC-RAS which is produced by the U.S . Army Corps of Engineers. The 100-year storm event was used to determine the worst case conditions . Two field cross-sections were taken at the proposed site and input into HEC-RAS . The two cross-sections were taken in line with the east and west property line, Cross- section 11 A 11 and Cross-section "B 11 , respectively. The calculations show that the construction of the proposed improvements will have little to no effect on the water surface elevation of the creek. Refer to Calculations #5 for the HEC-RAS results . DRAINAGE FACILITY DESIGN General Concept In its undeveloped condition, the site currently drains from the northwest property line along Highway 30 to the southeast property line that is located along the unnamed tributary of Carter Creek . The proposed site grading and drainage will also discharge stormwater at the back of the lot into the tributary. The new concrete parking lot/pavement will be used to transport a majority to a detention facility that will be located on the south end of the property. Drainage drawings found in the Attachments shows how stormwater will be conveyed to the detention facility and then to the tributary . The discharge velocities of the runoff being transported through the discharge channel will be well below the Policy requirements. The following table condenses the information that was obtained from the Calculations: Table #3 Summary of Calculations Raum PRE-DEVELOPMENT POST-POST-R UNOFF Period DEVELOPMENT DEVELOPMENT (increase/decrease) (cfs) with DETENTION (cfs) (cfs) 2 3.50 8.95 2.49 -1.01 5 4.29 10.88 3.00 -1.29 10 4.85 12 .21 3 .52 -l.33 25 5.55 13.95 4.02 -1.53 Section l - 4 Design Report for November 2000 STOP AND STORE MINI-STORAGE Table#3 Summary of Calculations Raum PRE-DEVELOPMENT POST-POST-R UNOFF Period DEVELOPMENT DEVEWPMENT (increase/decrease) (cfs) with DETENTION (cfs) (cfs) .50 6 .28 1.5 .77 .5.66 -0.62 100 6 . .56 16.46 7.08 0 .52 Note that the peak discharge will be decreased for all storm events except for the 100-year storm event. During the 100-year storm event, the runoff will only be increased by 0.52 c .fs. As can be seen in the information presented in the Table 3 , the runoff from this development will be detained on-site so that the runoff will be less than or equal to the pre-developed conditions. Refer to Attachments for the drainage plans to see the existing and proposed site grading and drainage details . CONCLUSION Compliance with City Standards From the information that is presented in this report, we have shown that the runoff from the developed site will be decreased during the 2-year through 50-year storm events and only significantly increased during the 100-year storm event, which is in accordance with the City's Policy. Effectiveness of Drainage Design The proposed drainage plan shows how the stormwater will be conveyed to an on-site detention facility; then, to the unnamed tributary of Carter Creek. A majority of the storm drainage from the site will be transported to the detention facility at the rear of the site via concrete pavement. The runoff will then be discharged into the detention basin in a controlled environment. A discharge structure will then discharge the runoff into the trapezoidal channel which releases the stormwater into the tributary. Explanation of the Effectiveness of Existing and Proposed Improvements The existing and proposed site conditions will discharge the stormwater from the site into the unnamed tributary of Carter Creek. Under the 100-year storm event the runoff from the developed site will be slightly higher than the pre-developed conditions. The small increase in runoff during this 100-year storm is expected to have little to no impact on the downstream flow path. All runoff will be released in a controlled environment via the discharge structure; thus, eliminating erosion. The proposed drainage improvements that are part of the development of the site will release the runoff in an effective manner in accordance with the City's Policy. Section 1 - 5 Design Report for November 2000 STOP AND STORE MINI-STORAGE FIGURES PROJECT LOCATION 1033001-001-01 SCALE : 1• •±1,000' FIGURE 1 LOCATION MAP ASff lk BROWIYIS ISIYCHIYISBIUJYO, IrtC. Eogine«a &ad Coaaulluill P.O . Box 10838, College Station, Tcx.aa 77842 979-694-2123 877-245-4839 Fu: 979-694 -3694 / l~ i i I ( I I ·, / I i I I I \ \ PROJECT LOCATION ZONE X ~~ I FLOOD ZONE "~" COPIED FROM f'LOOO INSURANCE RATE MAP MAP NUMBER: ~41C01111 C Ef'f'ECTl~ DA TE: .A.IL Y 2. 1992 1033001-002-01 SCALE: 1 • =±500' FIGURE 2 F.l.R.M. MAP ASH ~BROW/YI! l!IYOllYl!l!RIIYG, IIYC. EngiDoc:n and Coaaullaall P.O. Box 10838, College Station, Tciw 77842 97~94-2123 877-24~839 Fu: 979-694-3694 20 18 16 14 ~12 u ,_., 10 ~ 0 EI:: 8 6 4 2 0 I l 0 I I I I /v / ........ ~ ;\ I v STOP AND STORE MINI-STORAGE Figure 3 -2-Y ear Storm Hydrographs ---- Existing ---- Developed w/o Detention Developed w/Detention \ \ \ ' \ I\ [,) ...._~ \ \ / r--.: ...... r----~~ ~ ~~ \ ----_,,~ r----~~ \ 10 20 30 -----r---. r---- 40 50 60 Time (min.) ~"'"""'·- 70 80 90 100 20 18 16 14 ~12 u '-' 10 ~ 0 ~ 8 6 4 2 0 I I I i / -' 0 ., 1\ I I I v"' / v ,.,.,.. V' ./""' • 10 STOP AND STORE MINI-STORAGE Figure 4 -5-Year Storm Hydrographs I\ [\ \ \ I\ \ \ \ J ..__ " v ~, ~ \ r-._ ...... ~-a~ ~ ~ \ 20 ~....-. ~, "r---.. \ 30 r--... .-.~ I~ ,..._ 40 50 60 Time (min.) ----- Existing ---- Developed w/o Detention Developed w/Detention ~~ ~~ ~~ 70 80 90 "~· 100 20 18 16 14 ~12 u '-' 10 ~ 0 G:: 8 6 4 2 0 ' I I I/ v 0 I 1\ I ' I ;/ J '/ I/ v / I/ )/' v ~ .. 10 STOP AND STORE MINI-STORAGE Figure 5 -10-Y ear Storm Hydrographs ------ Existing ----- Developed w/o Detention -....-- I\ I\ Developed w/Detention \ I\ \ \ I\ [) ~ ~ ... I\ I/ ['-.: [\\-,__ ......... "....,~ ' ....... ..... ~- L-. k--' ~ ...... '"' -k-'ll'. \ !'-.. ~·- !'-.."' c-;~ .. .....,~ I\ !'-.. f'." 20 30 40 50 60 70 80 90 Time (min.) 100 20 18 16 14 ~12 u ~10 ~ 0 ~ 8 6 4 2 0 I I ' I :/ I I/ I/ I , v I/ ~V ~ 0 ,\ I \ /v STOP AND STORE MINI-STORAGE Figure 6 -25-Year Storm Hydrographs ---- Existing --- Developed w/o Detention I\ \ \ Developed w/Detention I\ \ \ I\ \ ) ~ \ I/ f'... ~ I\ """ k-1 tir""' .... ~ ,,~ r'l ix.. ,.......,~ tir""' ~\ ['-._ ....., L--. k--1 k--1 I"'--._ -·- j(li>' ' ['... ""' ~~ _.. ['... \ '['..."' 10 20 30 40 50 60 70 80 90 Time (min.) -~ 100 20 18 16 14 ~12 (.) .._, 10 ~ 0 G: 8 6 4 2 0 I I V/ 0 J I I I I I/ I/ , I/ / v-~ ~ I I \ I \ I I/ ll STOP AND STORE MINI-STORAGE Figure 7 -50-Year Storm Hydrographs ---- Existing ---'\ Developed w/o Detention \ I\ Developed w/Detention f\ \ Ill v ""' I\ I"" I\ / f"'-. I"-I/ '!"'---"' ......,~ k--.. \ " ~ ~ .,...... !"--: h ,,.... " -k--¥ \ I'--,......,. ~~ ~ !"-. v v .. "!'-... r;~ \ "'" 10 20 30 40 50 60 70 80 90 Time (min.) h"--. ~. 100 20 18 16 14 ~12 u '-' 10 ~ 0 G: 8 6 4 2 0 I I II 0 I l I J I I I/ I/ I I/ I/ !~ ~~ II J \ I II v STOP AND STORE MINI-STORAGE Figure 8 -100-Y ear Storm Hydrographs ----- Existing \ ~ \ \ Developed w/o Detention \ \ \ Developed w/Detention \ \ )~ ~ '\ ·~ II '['.., ,__\ I \ [\' I\ !"-... ...... --\ l.A ~ ~ r-: ....... v I'--l"-i ..... It-' l.A I' \ '["-.., ,.,_,~ l~ ~ -~~ Ir"" '~ -~ v " \ ~ I'- 10 20 30 40 50 60 70 80 90 Time (min.) ·~· 100 279 278 ,,-...., e111 § ·-~ 6') 276 -~ 275 274 v 0 STOP AND STORE MINI-STORAGE Figure 9 -Stage Storage Curve ~ V----"" ~ ,,,.,.- _/""' ~ v ....- / ~ / / v~ 2,000 4,000 6,000 8,000 10,000 Volume (cf) ~ ~ 12,000 14,000 279 278 ) 275 j I 274 I 0 STOP AND STORE MINI-STORAGE Figure I 0 -Stage Discharge Curve ----r I I 1 5 10 15 20 25 Flow (cfs) 30 35 Design Report for STOP AND STORE MINI-STORAGE CALCULATIONS #1 RUNOFF CALCULATIONS November 2000 Design Report for November 2000 STOP AND STORE MINI-STORAGE PRE-DEVELOPED CONDITIONS Type .... Rational Predev. Peak Q Name .... AREA "A" File .... C:\HAESTAD\PROJECTS\1033\001\FINAL REPORT.PPW Storm ... e, b, d Tag: 002-Yr SUMMARY OF RATIONAL METHOD PEAK DISCHARGES ---PREDEVELOPED CONDITIONS --- Page 6 .01 Event: 2 yr Q = CiA * Units Conversion; Where Conversion = 43560 I (12 * 3600) Tag Freq File IDF Curve 002-Yr 2 ABE!. IDQ e = .8060 b = 65.0000 d = 8.0000 Tc = 15.00 min Tag Freq c c adj c I Area I Peak Q (years) factor I final in/hr acres I cfs ------------!-----------------------------! ---------- 002-Yr 2 .400 1.000 I .400 5.1923 1. 670 I 3 .50 ----------------------------- S/N: D21201A06A8A Ash & Browne Engineering. Inc. PondPack Ver: 7.0 (325) Compute Time: 20:24:30 Date: 11-28-2000 Type .... Rational Predev. Peak Q Name .... AREA "A" File .... C:\HAESTAD\PROJECTS\1033\001\FINAL REPORT.PPW Storm ... e, b. d Tag: 005-Yr SUMMARY OF RATIONAL METHOD PEAK DISCHARGES ---PREDEVELOPED CONDITIONS --- Page 6.04 Event : 5 yr Q = CiA * Units Conversion: Where Conversion = 43560 I (12 * 3600) Tag Freq File IDF Curve 005-Yr 5 ABEI.IDQ e = .7850 b = 76 .0000 d = 8.5000 Tc = 15 .00 min Tag Freq c c adj I c I Area I Peak Q (years) factor I final in/hr acres I cfs ------------!-----------------------------! ---------- 005-Yr 5 .400 1.000 I .400 6.3757 l. 670 I 4.29 ----------------------------- S/N : D21201A06A8A Ash & Browne Engineering. Inc. PondPack Ver: 7 .0 (325) Compute Time: 20:24:30 Date: 11 -28-2000 Type .... Rational Predev. Peak Q Name .... AREA "A" File .... C:\HAESTAD\PROJECTS\1033\001\FINAL REPORT .PPW Storm ... e, b, d Tag: 010-Yr SUMMARY OF RATIONAL METHOD PEAK DISCHARGES ---PREDEVELOPED CONDITIONS --- Page 6 .07 Event: 10 yr Q = CiA * Units Conversion; Where Conversion = 43560 I (12 * 3600) Tag Freq File IDF Curve 010-Yr 10 ABE!. IDQ e = .7630 b = 80 .0000 d = 8 .5000 Tc = 15.00 min Tag Freq c c adj I c I Area I Peak Q (years) factor I final in/hr acres I cf s ------------!-----------------------------! ---------- 010-Yr 10 .400 1.000 I .400 7.1939 1. 670 I 4 .85 ----------------------------- SIN: D21201A06A8A Ash & Browne Engineering, Inc . PondPack Ver: 7 .0 (325) Compute Time: 20:24:30 Date: 11-28-2000 Type .... Rational Predev. Peak Q Name .... AREA "A" File .... C:\HAESTAD\PROJECTS\1033\001\FINAL REPORT.PPW Storm ... e, b, d Tag: 025-Yr SUMMARY OF RATIONAL METHOD PEAK DISCHARGES ---PREDEVELOPED CONDITIONS --- Page 6 .10 Event: 25 yr Q = CiA * Units Conversion; Where Conversion = 43560 I (12 * 3600) Tag Freq File IDF Curve 025-Yr 25 ABEI.IDQ e = .7540 b = 89 .0000 d = 8 .5000 Tc = 15.00 min Tag Freq c c adj c I Area I Peak Q (years) factor I final in/hr acres I cf s ------------!-----------------------------! ---------- 025-Yr 25 .400 1 .000 I .400 8 .2339 1.670 I 5 .55 ----------------------------- S/N: D21201A06A8A Ash & Browne Engineering, Inc. PondPack Ver: 7 .0 (325) Compute Time: 20:24:30 Date: 11-28-2000 Type .... Rational Predev . Peak Q Name .... AREA "A" File .... C:\HAESTAD\PROJECTS\1033\001\FINAL REPORT .PPW Storm ... e, b, d Tag: OSO-Yr SUMMARY OF RATIONAL METHOD PEAK DISCHARGES ---PREDEVELOPED CONDITIONS --- Page 6 .13 Event: SO yr Q = CiA * Units Conversion: Where Conversion = 43S60 I (12 * 3600) Tag Freq File IDF Curve OSO-Yr SO ABEI.IDQ e = .74SO b = 98.0000 d = 8 .5000 Tc = lS.00 min Tag Freq c c adj c I Area I Peak Q (years) factor I final in/hr acres I cfs ------------1-----------------------------1 ---------- 050-Yr so .400 1.000 I .400 9 . 3278 1. 670 I 6 .28 ----------------------------- S/N: D21201A06A8A Ash & Browne Engineering, Inc . PondPack Ver: 7.0 (32S) Compute Time: 20:24:30 Date: 11-28-2000 Type .... Rational Predev . Peak Q Name .... AREA "A" File .... C:\HAESTAD\PROJECTS\1033\001\FINAL REPORT .PPW Storm ... e, b, d Tag: 100-Yr SUMMARY OF RATIONAL METHOD PEAK DISCHARGES ---PREDEVELOPED CONDITIONS --- Page 6.16 Event: 100 yr Q = CiA * Units Conversion; Where Conversion = 43560 I (12 * 3600) Tag 100-Yr Tag 100-Yr Freq File 100 ABEI.IDQ Freq c c adj (years) factor ------------ 100 .400 1.000 IDF Curve e = .7300 b = 96.0000 d = 8 .0000 Tc = 15.00 min I c I Area Peak Q I final in/hr acres I cfs !-----------------------------! ---------- I .400 9 .7322 1.670 I 6 .56 ----------------------------- S/N: D21201A06A8A Ash & Browne Engineering, Inc. PondPack Ver: 7 .0 (325) Compute Time: 20:24:30 Date: 11-28-2000 Design Report for November 2000 STOP AND STORE MINI-STORAGE DEVELOPED CONDITIONS Type .... Mod . Rational Graph Name .... AREA "A" Tag: 002 -Yr File .... C:\HAESTAD\PROJECTS\1033\001\FINAL REPORT .PPW Storm ... e , b, d Tag: 002-Yr MODIFIED RATIONAL METHOD Page 6.02 Event: 2 yr ----Graphical Summary for Maximum Required Storage ---- Method I Q = CiA • Units Conversion; Where Conversion = 43560 I (12 • 3600) •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• • • RETURN FREQUENCY: 2 yr 'C' Adjustment: 1 .000 Allowable Outflow: 3 .50 cfs Required Storage: 4624 cu .ft • • *--------------------------------------------------------------------* • Peak Inflow: 4.80 cfs * .HYG File: 002-Yr • • •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• Q I Td = 31 .00 min I /-------Approx. Duration for Max. Storage ------/ I I I I I I I I I I I I I x .1. I I Tc= I = Q = 10.00 min 6 .3259 in/hr 8 .95 cfs I I I I I I I Required Storage I 4624 cu .ft I I I xx x x ·x x xix xx xx xx xx xx I Return Freq: 2 yr C adj.factor :l .000 Area = 1 .670 acres Weighted C = .840 Adjusted C = .840 Td= 31.00 min I = 3 .3925 in/hr Q = 4.80 cfs x I o Q = 3 .50 cfs I x o Ix (Allow .Outflow) I x o I I x o NOT TO SCALE I x I . x o ============ I I o I x ·-----------------------------------------------------1------------ 33.71 min T S/N: D21201A06A8A Ash & Browne Engineering. Inc. PondPack Ver : 7 .0 (325) Compute Time: 20:24:30 Date: 11-28-2000 Type .... Mod. Rational Graph Name .... AREA "A" Tag: 005-Yr File .... C:\HAESTAD\PROJECTS\1033\001\FINAL REPORT .PPW Storm ... e, b, d Tag: 005-Yr MODIFIED RATIONAL METHOD Page 6 .05 Event: 5 yr ----Graphical Summary for Maximum Required Storage ---- Method I Q = CiA * Units Conversion; Where Conversion = 43560 I (12 * 3600) ********************************************************************** * RETURN FREQUENCY: 5 yr Allowable Outflow : 4.29 cfs * * 'C' Adjustment: 1 .000 Required Storage: 5888 cu .ft * *--------------------------------------------------------------------* * Peak Inflow: 5.77 cfs * .HYG File: 005-Yr * * ********************************************************************** Q I Td = 33 .00 min I Return Freq : 5 yr /-------Approx. Duration for Max . Storage ------/ C adj .factor:l.000 I I I I I Tc= 10 .00 min I I I= 7.6921 in/hr I I Q = 10.88 cfs I I ·I · I I I I I I Required Storage I I 5888 cu .ft I I I I I x x x x x x xix x x x x x x x x x x I I Area = 1 .670 acres Weighted C = .840 Adjusted C = .840 Td= 33.00 min I = 4 .0799 in/hr Q = 5.77 cfs I x x I o Q = 4. 29 cfs I x o Ix (Allow.Outflow) I x o I I x o NOT TO SCALE I x I . x o ============ I I o I x ·-----------------------------------------------------1------------ 35 .56 min T S/N: D21201A06A8A Ash & Browne Engineering. Inc. PondPack Ver: 7.0 (325) Compute Time: 20:24:30 Date: 11-28-2000 Type .... Mod. Rational Graph Name .... AREA "A" Tag: 010-Yr File .... C:\HAESTAD\PROJECTS\1033\001\FINAL REPORT .PPW Storm ... e. b, d Tag: 010-Yr MODIFIED RATIONAL METHOD Page 6.08 Event: 10 yr ----Graphical Summary for Maximum Required Storage ---- Method I Q = CiA * Units Conversion; Where Conversion = 43560 I (12 * 3600) ********************************************************************** Q I * * RETURN FREQUENCY: 10 yr 'C ' Adjustment: 1 .000 Allowable Outflow : 4 .85 cfs Required Storage: 6818 cu.ft * * *--------------------------------------------------------------------* * Peak Inflow: 6.25 cfs * .HYG File: 010-Yr * * ********************************************************************** Td = 36 .00 min I /-------Approx . Duration for Max. Storage ------/ Return Freq : 10 yr C adj .factor :l.000 1 I I I I I x . I. I I Tc= I = Q = 10 .00 min 8 .6338 in/hr 12 .21 cfs I I I I I I I I Required Storage I 6818 cu .ft I I x x x x x x xix x x x x x x x x x x I Area = 1 .670 acres Weighted C = .840 Adjusted C = .840 Td= 36 .00 min I = 4 .4197 in/hr Q = 6.25 cfs x o Q = 4 .85 cfs x o Ix (Allow .Outflow) x o I x o NOT TO SCALE I x . x o ============ I o I x -----------------------------------------------------1------------ 38.25 min T S/N: D21201A06A8A Ash & Browne Engineering , Inc . PondPack Ver: 7 .0 (325) Compute Time: 20 :24 :30 Date: 11-28-2000 Type .... Mod. Rational Graph Name .... AREA "A" Tag: 025-Yr File .... C:\HAESTAD\PROJECTS\1033\001\FINAL REPORT.PPW Storm ... e, b, d Tag: 025-Yr MODIFIED RATIONAL METHOD Page 6 .11 Event: 25 yr ----Graphical Summary for Maximum Required Storage ---- Method I Q = CiA * Units Conversion; Where Conversion = 43560 I (12 * 3600) ********************************************************************** * * RETURN FREQUENCY: 25 yr ·c· Adjustment: 1 .000 Allowable Outflow: 5 .55 cfs Required Storage: 7893 cu.ft * * *--------------------------------------------------------------------* * Peak Inflow: 7.20 cfs * .HYG File: 025-Yr * * ********************************************************************** Q I Td = 36 .00 min I /-------Approx. Duration for Max. Storage ------/ x . I. I I Tc= I = Q = 10 .00 min 9 .8607 in/hr 13.95 cfs I I I I I I I Required Storage I I 7893 cu.ft I I x x x x x x xjx x x x x x x x x x x I Return Freq: 25 yr C adj.factor:l.000 Area = 1 .670 acres Weighted C = .840 Adjusted C = .840 Td= 36.00 min I = 5.0878 in/hr Q = 7.20 cfs x o Q = 5.55 cfs x o jx (Allow.Outflow) x o I x o NOT TO SCALE I x . x o ============ I o I x -----------------------------------------------------1------------ 38 .29 min T SIN: D21201A06A8A Ash & Browne Engineering, Inc. PondPack Ver: 7.0 (325) Compute Time : 20:24:30 Date: 11-28-2000 Type .... Mod . Rational Graph Name .... AREA "A" Tag: OSO-Yr File .... C:\HAESTAD\PROJECTS\1033\001\FINAL REPORT .PPW Storm ... e , b, d Tag: OSO-Yr MODIFIED RATIONAL METHOD Page 6.14 Event: SO yr ----Graphical Summary for Maximum Required Storage ---- Method I Q = CiA * Units Conversion: Where Conversion = 43S60 I (12 * 3600) ********************************************************************** * * RETURN FREQUENCY : SO yr 'C' Adjustment: 1 .000 Allowable Outflow: 6 .28 cfs Required Storage: 9047 cu .ft * * *--------------------------------------------------------------------* * Peak Inflow: 7 .94 cfs * * .HYG File: OSO-Yr * ********************************************************************** Q I Td = 38 .00 min I /-------Approx . Duration for Max. Storage ------/ x . I . I I Tc= I = Q = 10 .00 min 11.1468 in/hr lS.77 cfs I I I I I I I I Required Storage I 9047 cu .ft I I x x x x x x xix x x x x x x x x x x I Return Freq: SO yr C adj .factor :l .000 Area = 1 .670 acres Weighted C = .840 Adjusted C = .840 Td= 38 .00 min I = S .6101 in/hr Q = 7 .94 cfs x o Q = 6.28 cfs x o Ix (Allow .Outflow) x o I x o NOT TO SCALE I x . x o ============ I o I x -----------------------------------------------------1------------ 40 .08 min T S/N: D21201A06A8A Ash & Browne Engineering, Inc . PondPack Ver: 7 .0 (325) Compute Time : 20:24:30 Date: 11-28-2000 Type .... Mod . Rational Graph Name .... AREA "A" Tag: 100-Yr File .... C:\HAESTAD\PROJECTS\1033\001\FINAL REPORT .PPW Storm ... e, b, d Tag: 100-Yr MODIFIED RATIONAL METHOD Page 6 .17 Event: 100 yr ----Graphical Summary for Maximum Required Storage ---- Method I Q = CiA * Units Conversion: Where Conversion = 43560 I (12 * 3600) ********************************************************************** * * RETURN FREQUENCY: 100 yr 'C' Adjustment: 1 .000 Allowable Outflow: 6.56 cfs Required Storage: 9485 cu .ft * * *--------------------------------------------------------------------* * Peak Inflow: 8.30 cfs * .HYG File: 100-Yr * * ********************************************************************** Q I Td = 38.00 min I /-------Approx . Duration for Max . Storage ------/ x .1 . I I Tc= I = Q = 10.00 min 11.6382 in/hr 16 .46 cfs I I I I I I I I Required Storage I 9485 cu.ft I I x x x x x x xix x x x x x x x x x x I Return Freq : 100 yr C adj .factor:l .000 Area = 1 .670 acres Weighted C = .840 Adjusted C = .840 Td= 38.00 min I = 5.8676 in/hr Q = 8 .30 cfs x o Q = 6 .56 cfs x o Ix (Allow .Outflow) x o I x o NOT TO SCALE I x . x o ============ I o I x -----------------------------------------------------1------------ 40.10 min T S/N: D21201A06A8A Ash & Browne Engineering, Inc . PondPack Ver: 7 .0 (325) Compute Time: 20:24:30 Date: 11-28-2000 Design Report for STOP AND STORE MINI-STORAGE CALCULATIONS #2 DISCHARGE CHANNEL DATA AND RESULTS November 2000 Project Description Worksheet Flow Element Method Solve For Input Data Mannings Coefflclent Slope Left Side Slope Right Side Slope Bottom Width Discharge Results Depth FlowArea Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froucle Number Discharge Channel Worksheet for Trapezoidal Channel Trapezoidal Channel Trapezoidal Channel Manning's Formula Channel Depth 0 .040 0 .002500 Mt 3 .00 H :V 3 .00 H :V 10.00 ft 7.08 cf8 0 .54 ft 6.3 ft2 13.43 ft 13.26 ft 0 .24 ft 0 .038513 Mt 1 .12 ft/a 0 .02 ft 0 .56 ft 0 .29 Flow Type Subcritical c :\haestad\projects\1033'al1\flowmaster data.fm2 Ash & Browne Engineering Inc 11f213/fJJ 00:13:54 PM Cl Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06700 USA (200) 755-1666 Project Engineer: ABEi FlowMaster v6.0 (61 '48) Page 1of1 Project Description Worksheet Flow Element Method Solve For Section Data Mannings Coefficient Slope Depth Left Side Slope Right Side Slope Bottom Width Discharge Cross Section Cross Section for Trapezoidal Channel Trapezoidal Channel Trapezoidal Channel Manning's Formula Channel Depth 0 .040 0 .002500 ft/ft 0 .54 ft 3 .00 H :V 3.00 H :V 10.00 ft 7.08 cfs .. ~-------------------:./7"l.f n -------------10 .00 ft------------ c :\haestacnprojects\1 CX33'a:>1 \tlowmaster data.fm2 Ash & Browne Engineering Inc 11/28AXl 00:15:02 PM ~ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06700 USA (203) 755-1666 V :1 ~ H :1 NTS Project Engineer: ABEi FlowMaster v6.0 (614e) Page 1 of 1 Design Report for November 2000 STOP AND STORE MINI-STORAGE CALCULATIONS #3 IDF DATA AND STAGING STORAGE/DISCHARGE DATA Type .... Rational Storms Name .... Brazos Co. File .... C:\HAESTAD\PPKW\RAINFALL\ABEI .IDQ Title .. . JOB TITLE NOT SPECIFIED Press Units & Storm button (main menu screen) to enter title . I -D-F DESIGN STORM SUMMARY Storm Queue File.ID= ABEI .IDQ Brazos Co . Storm Tag Name = 100-Yr Description: 100-Year Storm File: Type = ABEI.IDQ : I-D -F from e, b, d coeff . e Coefficient= .7300 b Coefficient 96 .0000 d Coefficient = 8 .0000 Storm Frequ . = 100 yr Storm Tag Name = 050-Yr Description : 50-Year Storm File: Type = ABEI.IDQ : I-D-F from e, b, d coeff . e Coefficient= .7450 b Coefficient = 98.0000 d Coefficient = 8 .5000 Storm Frequ . = 50 yr Storm Tag Name = 025-Yr Description : 25-Year Storm File: Type = ABEI.IDQ: I-D-F from e, b, d coeff. e Coefficient= .7540 b Coefficient = 89.0000 d Coefficient = 8.5000 Storm Frequ . = 25 yr SIN : D21201A06A8A Ash & Browne Engineering, Inc. PondPack Ver: 7.0 (325) Compute Time : 20:24:30 Page 2.01 Date: 11-28-2000 Type .... Rational Storms Name .... Brazos Co . File .... C:\HAESTAD\PPKW\RAINFALL\ABEI.IDQ Title .. . JOB TITLE NOT SPECIFIED Press Units & Storm button (main menu screen) to enter title . I-D-F DESIGN STORM SUMMARY Storm Queue File.ID= ABEI .IDQ Brazos Co . Storm Tag Name = 010-Yr Description : 10-Year Storm File : Type ABEI .IDQ: I-D-F from e. b, d coeff . e Coefficient= .7630 b Coefficient = 80.0000 d Coefficient = 8 .5000 Storm Frequ. = 10 yr Storm Tag Name = 005-Yr Description: 5-Year Storm File : Type = ABEI.IDQ : I-D-F from e, b, d coeff . e Coefficient= .7850 b Coefficient = 76 .0000 d Coefficient = 8.5000 Storm F requ . = 5 yr Storm Tag Name = 002-Yr Description: 2-Year Storm File: Type = ABEI.IDQ: I-D-F from e, b, d coeff. e Coefficient = .8060 b Coefficient = 65.0000 d Coefficient = 8 .0000 Storm Frequ . = 2 yr S/N: D21201A06A8A Ash & Browne Engineering, Inc. PondPack Ver: 7 .0 (325) Compute Time: 20:24:30 Page 2 .02 Date: 11-28-2000 Elevation Area 274 .00 0 .0 274.25 2,496 .4 274 .50 2,496 .4 275 .50 2,496 .4 276.50 2,496 .4 277 .50 2,496 .4 278.50 2,496 .4 Stop and Store Mini-Storage Pat and Joe Marek November 2000 Pond Volume Calculations POND"A" POND"B" Volume Area 0 .0 0 .0 312 .1 0 .0 624 .l 0 .0 2,496.4 170 .9 2,496 .4 487 .0 2,496 .4 873.7 2,496.4 1,379 .6 Cumulative Total Volume Volume (CF) 0 .0 0.0 0 .0 312 .1 0 .0 936 .2 0 .0 3,432 .6 329 .0 6,2 57 .9 680 .4 9,434 .7 1,126 .7 13 ,0 57 .7 Type .... Vol : Elev-Volume Name .... POND "A" AND "B" File .... C:\HAESTAD\PROJECTS\1033\001\FINAL REPORT .PPW USER DEFINED VOLUME RATING TABLE Elevation (ft) 274 .00 274. 25 274 .50 275.50 276 .50 277 . 50 278 .50 Volume (cu .ft) 0 312 936 3433 6258 9435 13058 S/N: D21201A06A8A Ash & Browne Engineering. Inc. PondPack Ver: 7.0 (325) Compute Time: 20 :24:30 Page 3.01 Date: 11-28-2000 Type .... Outlet Input Data Name .... OUTLET STRUCTURE File .... C:\HAESTAD\PROJECTS\1033\001\FINAL REPORT .PPW REQUESTED POND WS ELEVATIONS : Min . Elev .= Increment = Max . Elev .= 274 .00 ft .SO ft 278.50 ft ********************************************** OUTLET CONNECTIVITY ********************************************** ---> Forward Flow Only (Upstream to DnStream) <---Reverse Flow Only (DnStream to Upstream) <---> Forward and Reverse Both Allowed Structure No. Outfall El, ft Page 4.01 E2 , ft ------------------------------------------ Orifice-Circular 01 ---> TW 274 .000 278 .5 00 Orifice -Circular 02 ---> TW 276 . 500 278.500 Weir-Rectangular RW ---> TW 277. 750 278 .500 TW SETUP, DS Channel S/N : D21201AOGA8A Ash & Browne Engineering, Inc . PondPack Ver: 7 .0 (325) Compute Time: 20:24:30 Date: 11-28-2000 Type .... Outlet Input Data Name .... OUTLET STRUCTURE File .... C:\HAESTAD\PROJECTS\1033\001\FINAL REPORT.PPW OUTLET STRUCTURE INPUT DATA Structure ID Structure Type # of Openings Invert Elev . Diameter Orifice Coe ff. Structure ID Structure Type # of Openings Invert Elev. Diameter Orifice Coeff. Structure ID Structure Type # of Openings Crest Elev . Weir Length Weir Coeff . = COl = Orifice-Circular = = = = C02 2 274 .00 ft .4908 ft .600 = Orifice-Circular = 1 = 276 .50 ft = .4908 ft = .600 = RW = Weir-Rectangular = 1 = 277 . 75 ft = 14.00 ft = 3 . 330000 Page 4 .02 Weir TW effects (Use adjustment equation) Structure ID Structure Type = TW = TW SETUP, DS Channel FREE OUTFALL CONDITIONS SPECIFIED CONVERGENCE TOLERANCES ... Maximum Iterations= 30 Min. TW tolerance = .01 ft Max . TW tolerance = .01 ft Min. HW tolerance = .01 ft Max. HW tolerance = .01 ft Min . Q tolerance = .10 cfs Max. Q tolerance = .10 cfs SIN : D21201A06A8A Ash & Browne Engineering, Inc . PondPack Ver: 7 .0 (325) Compute Time : 20:24:30 Date: 11-28-2000 Type .... Composite Rating Curve Page 4 .03 Name .... OUTLET STRUCTURE File .... C:\HAESTAD\PROJECTS\1033\001\FINAL REPORT .PPW ***** COMPOSITE OUTFLOW SUMMARY **** ws Elev, Total Q Notes ------------------------Converge ------------------------- Elev. Q TW Elev Error ft cf s ft +/-ft Contributing Structures ------------------------------------------------- 274 .00 .00 Free Outfall None contributing 274 .50 .92 Free Outfall COl 275.00 1. 58 Free Outfall COl 275.50 2 .04 Free Outfall COl 276 .00 2 .41 Free Outfall COl 276 .50 2 .73 Free Outfall COl 277 . 00 3 .48 Free Outfall COl +C02 277 . so 4 .08 Free Outfall COl +C02 277. 75 4 .32 Free Outfall COl +C02 +RW 278 .00 10.36 Free Outfall COl +C02 +RW 278.50 34.92 Free Outfall COl +C02 +RW S/N: D21201A06A8A Ash & Browne Engineering, Inc . PondPack Ver : 7.0 (325) Compute Time: 20:24:30 Date: 11-28-2000 Design Report for STOP AND STORE MINI-STORAGE CALCULATIONS #4 POND ROUTING CALCULATIONS AND EXECUTIVE SUMMARIES November 2000 Type .... Mod . Rat i onal Storm Cales Name .... AREA "A" Tag : 002-Yr File .... C:\HAESTAD\PROJECTS\1033\00 1 \FINAL REPORT .PPW Storm ... e, b , d Tag: 002 -Yr MODIFIED RATIONAL METHOD Summary for Single Storm Frequency Page 6 .03 Event : 2 yr Q = Ci A * Units Convers i on: Where Conversion = 43560 I (12 * 3600) RETURN FREQUENCY : 2 yr 'C' Adjustment = l .OOOAllowable Q = 3 .50 cf s Hydrograph Storm Duration, Td = 31 .00 min Hydrograph File: 002-Yr Tc = 10 .00 min ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . VOLUMES Wtd . Ad j usted Duration Intens . Area Qpeak I Inflow Storage 'C' 'C ' min in/hr acres cfs I cu .ft cu.ft ------------------------------------------------------1--------------------- .840 .840 10 .00 6 .3259 1 .670 8 .95 I 5370 3271 .840 .840 15.oo 5 .1923 1.670 7 .35 I 6611 3988 .840 .840 20 .00 4 .4310 1.670 6.27 I 7522 4374 .840 .840 30 .00 3 .4642 1 .670 4 .90 I 8821 4624 ************************************************************ Storage Max i mum .840 .840 31 .00 3 .3925 1 .670 4.80 I 8926 4624 **************************************************************************** .840 .840 .840 .840 40.00 50 .00 2 .8697 2 .4637 1 .670 1.670 4 .06 3.49 S/N : D21201A06A8A Ash & Browne Engineering, Inc . PondPack Ver : 7.0 (325) Compute Time : 20:24:30 9743 4497 Qpeak < Qa llow Date : 11 -28 -2000 Type .... Pond Routing Cales (Total Out) Name .... POND OUT Tag: 002-Yr File .... C:\HAESTAD\PROJECTS\1033\001\FINAL REPORT.PPW Storm ... e, b, d Tag: 002-Yr HYG Dir Inflow HYG file Outflow HYG file Time min .00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00 22. 00 24.00 26.00 28.00 30.00 32.00 34.00 36.00 38.00 40.00 42.00 44.00 46.00 48.00 50.00 52.00 54.00 56.00 58.00 60.00 62.00 64.00 66.00 68.00 70.00 72. 00 74.00 76.00 78.00 80.00 82.00 84.00 Inflow cfs .00 .96 1. 92 2.88 3.84 4.80 4.80 4.80 4.80 4.80 4.80 4.80 4.80 4.80 4.80 4.80 4.32 3.36 2.40 1. 44 .48 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 LEVEL POOL ROUTING CALCULATIONS = C:\HAESTAD\PROJECTS\1033\001\ = NONE STORED -POND IN 002-Yr = NONE STORED -POND OUT 002-Yr 2S/t -0 cf s .00 .85 3.32 7.21 12.38 18.90 25. 92 32.51 38.76 44.75 50.48 55.97 61. 29 66.45 71.44 76.28 80. 52 83.24 84.01 82.90 79.95 75.69 71.10 66.65 62.34 58.16 54 .13 50.27 46.58 43.04 39.66 36.43 33.36 30.48 27.78 25.25 22.87 20.64 18.55 16.58 14.74 13 .10 11. 64 2S/t + 0 cf s .00 .96 3.73 8.11 13. 93 21. 02 28.50 35.52 42.10 48.36 54.35 60.08 65.57 70.89 76.05 81.04 85.40 88.20 89.00 87.85 84.82 80.43 75.69 71.10 66.65 62.34 58.16 54.13 50.27 46.58 43.04 39.66 36.43 33.36 30.48 27. 78 25.25 22.87 20.64 18.55 16.58 14.74 13 .10 Infilt. Outflow cf s cf s .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .OS .21 .45 . 77 1. 06 1. 29 1. 51 1. 67 1. 81 1. 93 2.05 2.14 2.22 2.30 2.38 2.44 2.48 2.49 2.48 2.43 2.37 2.30 2.22 2.16 2.09 2.02 1. 93 1. 85 1. 77 1. 69 1. 62 1. 53 1.44 1. 35 1. 27 1.19 1.12 1. 05 .98 .92 .82 .73 S/N: D21201A06A8A Ash & Browne Engineering, Inc. PondPack Ver: 7.0 (325) Compute Time: 20:24:30 Page 5.01 Event: 2 yr Storage cu.ft 0 36 141 307 740 1198 1633 2041 2426 2793 3145 3482 3806 4120 4425 4720 4978 5143 5190 5123 4943 4684 4404 4133 3870 3615 3369 3132 2906 2689 2481 2283 2094 1915 1748 1591 1443 1305 1176 1054 940 802 678 Elev. ft 274.00 274.03 274.11 274.25 274.42 274.60 274. 78 274.94 275.10 275. 24 275.38 275.52 275.63 275.74 275.85 275.96 276. 05 276 .11 276.12 276.10 276.03 275. 94 275. 84 275.75 275. 65 275.56 275.47 275. 38 275.29 275.20 275.12 275.04 274. 96 274.89 274.83 274.76 274. 70 274. 65 274.60 274.55 274.50 274.45 274.40 Date: 11-28-2000 Type .... Pond Routing Cales (Total Out) Page 5.02 Name .... POND OUT Tag: 002-Yr Event: 2 yr File .... C:\HAESTAD\PROJECTS\1033\001\FINAL REPORT.PPW Storm ... e. b, d Tag: 002-Yr LEVEL POOL ROUTING CALCULATIONS HYG Dir = C:\HAESTAD\PROJECTS\1033\001\ Inflow HYG file = NONE STORED -POND IN 002-Yr Outflow HYG file = NONE STORED -POND OUT 002-Yr Time Inflow 2S/t -0 2S/t + 0 Inf il t. Outflow Storage Elev. min cf s cf s cf s cf s cf s cu.ft ft -----------------------------------------------------------------------------86.DO .00 10.35 11.64 .00 .65 568 274.35 88.00 .00 9.20 10.35 .00 .58 470 274.31 90.00 .00 8.17 9.20 .00 .51 383 274. 28 92.00 .00 7.26 8.17 .00 .45 309 274.25 94.00 .00 6.46 7.26 .00 .40 274 274. 22 96.00 .00 5.74 6.46 .00 .36 244 274. 20 98.00 .00 5.10 5.74 .00 .32 217 274.17 100.00 .00 4.53 5.10 .00 .28 193 274.15 102.00 .00 4.03 4.53 .00 .25 171 274 .14 104.00 .00 3.58 4.03 .00 .22 152 274.12 106.00 .00 3.18 3.58 .00 .20 135 274 .11 108.00 .00 2.83 3.18 .00 .18 120 274.10 110. 00 .00 2.51 2.83 .00 .16 107 274.09 112. 00 .00 2.23 2.51 .00 .14 95 274.08 114. 00 .00 1.98 2.23 .00 .12 84 274.07 116. 00 .00 1. 76 1. 98 .00 .11 75 274.06 118. 00 .00 1. 57 1. 76 .00 .10 67 274.05 120.00 .00 1. 39 1. 57 .00 .09 59 274. 05 122.00 .00 1. 24 1. 39 .00 .08 53 274.04 124.00 .00 1.10 1. 24 .00 .07 47 274. 04· 126.00 .00 .98 1.10 .00 .06 42 274.03 128.00 .DO .87 .98 .00 .05 37 274.03 130. DD .00 . 77 .87 .00 .D5 33 274.03 132. 00 .00 .69 . 77 .00 .D4 29 274.02 134. OD .00 .61 .69 .00 .04 26 274.02 136. 00 .00 .54 .61 .00 .03 23 274.02 138. DO .OD .48 .54 .00 .03 20 274. 02 140.00 .00 .43 .48 .00 .D3 18 274. 01 142.00 .OD .38 .43 .00 .02 16 274.01 144.DD .OD .34 .38 .00 .D2 14 274.01 146.00 .00 . 30 .34 .00 .D2 13 274.01 148.DO .00 .27 .30 .00 .02 11 274.01 150.0D .OD .24 .27 .00 .01 10 274.Dl 152.00 .00 .21 .24 .00 .01 9 274.01 154.00 .OD .19 .21 .00 .01 8 274. 01 156.00 .OD .17 .19 .00 .01 7 274.01 158.00 .OD .15 .17 .00 .Dl 6 274.Dl 16D.OO .00 .13 .15 .00 .01 6 274.00 162.00 .00 .12 .13 .00 .01 5 274.00 164.00 .00 .10 .12 .00 .01 4 274.00 166.00 .00 .09 .10 .00 .01 4 274.0D 168.00 .00 .08 .09 .00 .01 4 274.00 170.00 .OD .07 .08 .00 .00 3 274.00 SIN: D21201A06A8A Ash & Browne Engineering, Inc. PondPack Ver: 7.0 (325) Compute Time: 20:24:30 Date: 11-28-2000 Type .... Name .... File .... Storm ... HYG Dir Inflow Outflow Ti me min 172 . 00 174 .00 176 .00 178 .00 Pond Routing Cales (Total Out) POND OUT Tag: 002 -Yr C:\HAESTAD\PROJECTS\1033\001\FINAL REPORT .PPW e , b , d HYG file HYG file Inflow cfs .00 .00 .00 .00 = = = Tag : 002-Yr LEVEL POOL ROUTING CALCULATIONS C:\HAESTAD\PROJECTS\1033\001\ NONE STORED -POND NONE STORED -POND 2S/t -0 cf s .06 .06 .OS .OS 2S/t + 0 cf s .07 .06 .06 .OS IN OUT Infilt . cf s .00 .00 .00 .00 002-Yr 002 -Yr Outflow cf s .00 .00 .00 .00 SIN: D21201A06A8A Ash & Browne Engineering, Inc . PondPack Ver : 7 .0 (325) Compute Time : 20:24 :30 Page S .03 Event : 2 yr Storage Elev . cu .ft ft 3 274 .00 2 274 .00 2 274 .00 2 274 .00 Date : 11 -28 -2000 Type .... Executive Summary (Nodes) Name .... Watershed File .... C:\HAESTAD\PROJECTS\1033\001\FINAL REPORT .PPW Storm ... e. b, d Tag: 002 -Yr NETWORK SUMMARY --NODES Page 1.01 Event: 2 yr (Trun .= HYG Truncation: Blank=None; L=Left; R=Rt: LR=Left & Rt) DEFAULT Design Storm File.ID= Storm Tag Name = .0000 in 0 .00 min Data Type. File. ID = Total Rainfall Depth= Duration Multiplier = Resulting Duration = Resulting Start Time= .00 min Step= .00 min End= .00 min HYG Vol Qpeak Node ID Type cu .ft Trun . min ------------------------------------ AREA .. A" AREA 8926 10.00 Outfall OUTLET JCT 8924 36.00 POND IN POND 8926 10.00 POND OUT POND 8924 36 .00 S/N : D21201A06A8A Ash & Browne Engineering. Inc . PondPack Ver : 7 .0 (325) Compute Time: 20:24:30 Qpeak cf s -------- 4.80 2 .49 4 .80 2.49 Max WSEL ft 276 .12 Date: 11-28 -2000 Type .... Mod . Rational Storm Cales Name .... AREA "A" Tag : 005-Yr File .... C:\HAESTAD\PROJECTS\1033\001\FINAL REPORT .PPW Storm ... e , b, d Tag : 005-Yr MODIFIED RATIONAL METHOD Summary for Single Storm Frequency Page 6 .06 Event : 5 yr Q = CiA * Units Conversion: Where Conversion = 43560 I (12 * 3600) RETURN FREQUENCY : 5 yr ·c· Adjustment = l.OOOAllowable Q = 4 .29 cfs Hydrograph Storm Duration. Td = 33 .00 min Hydrograph Fi le : 005-Yr Tc = 10 .00 mi n ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . VOLUMES Wtd . Adjusted Dur at ion Int ens . Area Qpeak I Inflow Storage 'C' 'C' min in/hr acres cfs I cu .ft cu.ft ------------------------------------------------------1--------------------- .840 .840 10 .00 7 .6921 1 .670 10 .88 I 6530 3953 .840 .840 15 .oo 6 .3757 1 .670 9 .02 I 8117 4896 .840 .840 20.00 5 .4797 1 .670 7 .75 I 9302 5437 .840 .840 30 .oo 4 .3274 1.670 6.12 I 11019 5866 ************************************************************ Storage Maximum .840 .840 33 .oo 4.0799 1.670 5 .77 I 11428 5888 **************************************************************************** .840 .840 .840 .840 .840 .840 40 .00 50 .00 60 .00 3 .6100 3 .1160 2 .7529 1. 670 1. 670 1. 670 5 .11 4 .41 3 .89 SIN : D21201A06A8A Ash & Browne Engineering , Inc . PondPack Ver: 7 .0 (325) Compute Time : 20 :24:30 12257 5815 13224 5494 Qpeak < Qallow Date : 11-28 -2000 Type .... Pond Routing Cales (Total Out) Page 5.04 Name .... POND OUT Tag: 005-Yr Event: 5 yr File .... C:\HAESTAD\PROJECTS\1033\001\FINAL REPORT.PPW Storm ... e, b, d Tag: 005-Yr LEVEL POOL ROUTING CALCULATIONS HYG Dir = C:\HAESTAD\PROJECTS\1033\001\ Inflow HYG file = NONE STORED -POND IN 005-Yr Outflow HYG file = NONE STORED -POND OUT 005-Yr Time Inflow 2S/t -0 2S/t + 0 Infilt. Outflow Storage Elev. min cfs cfs cf s cfs cf s cu.ft ft -----------------------------------------------------------------------------.00 .00 .00 .00 .00 .00 0 274.00 2.00 1.15 1. 03 1.15 .00 .06 44 274.03 4.00 2.31 3.99 4.49 .00 .25 170 274 .14 6.00 3.46 8.67 9.76 .00 .54 425 274.30 8.00 4.62 14.90 16.75 .00 .93 950 274.51 10.00 5. 77 22. 91 25.29 .00 1.19 1446 274.70 12.00 5. 77 31. 50 34.45 .00 1.47 1979 274.92 14.00 5. 77 39.66 43.05 .00 1. 69 2481 275.12 16.00 5.77 47.47 51. 21 .00 1. 87 2960 275.31 18.00 5. 77 54.95 59.02 .00 2.03 3419 275.49 20.00 5. 77 62.18 66.49 .00 2.15 3860 275.65 22.00 5. 77 69.20 73.73 .00 2.27 4288 275.80 24.00 5. 77 75.99 80.74 .00 2.37 4702 275.95 26.00 5. 77 82.59 87.53 .00 2.47 5104 276.09 28.00 5. 77 89.01 94 .13 .00 2.56 5494 276.23 30.00 5. 77 95.26 100.56 .00 2.65 5875 276.36 32.00 5. 77 101. 34 106.80 .00 2.73 6244 276. 50 34.00 5.19 106.55 112.31 .00 2.88 6566 276.60 36.00 4.04 109.83 115. 78 .00 2.98 6768 276.66 38.00 2.89 110. 76 116. 76 .00 3.00 6825 276.68 40.00 1. 73 109.45 115. 37 .00 2.96 6745 276. 65 42.00 . 58 106.03 111. 76 .00 2.86 6534 276.59 44.00 .00 101.15 106.61 .00 2. 73 6233 276.49 46.00 .00 95.84 101.15 .00 2.66 5910 276.38 48.00 .00 90.67 95.84 .00 2.58 5595 276. 27 50.00 .00 85.64 90.67 .00 2.51 5289 276. 16 52.00 .00 80.75 85.64 .00 2.45 4992 276.05 54.00 .00 76.00 80.75 .00 2.37 4702 275. 95 56.00 .00 71.40 76.00 .00 2.30 4422 275.85 58.00 .00 66.94 71.40 .00 2.23 4150 275.75 60.00 .00 62.62 66.94 .00 2.16 3887 275.66 62.00 .00 58.44 62.62 .00 2.09 3632 275.57 64.00 .00 54.39 58.44 .00 2.02 3385 275.48 66.00 .00 50.52 54.39 .00 1. 94 3147 275. 39 68.00 .00 46.82 50.52 .00 1. 85 2920 275.29 70.00 .00 43. 27 46.82 .00 1. 77 2703 275.21 72.00 .00 39.88 43.27 .00 1. 70 2494 275.12 74.00 .00 36.63 39.88 .00 1. 62 2295 275.04 76.00 .00 33.55 36.63 .00 1. 54 2106 274.97 78.00 .00 30.66 33.55 .00 1.45 1926 274.90 80.00 .00 27.95 30.66 .00 1. 36 1758 274.83 82.00 .00 25.41 27.95 .00 1. 27 1601 274. 77 84.00 .00 23.02 25.41 .00 1.19 1453 274. 71 S/N: D21201A06A8A Ash & Browne Engineering. Inc. PondPack Ver: 7.0 (325) Compute Time: 20:24:30 Date: 11-28-2000 Type .... Pond Routing Cales (Total Out) Page S.OS Name .... POND OUT Tag: OOS-Yr Event: S yr File .... C:\HAESTAD\PROJECTS\1033\001\FINAL REPORT.PPW Storm ... e, b, d Tag: OOS-Yr LEVEL POOL ROUTING CALCULATIONS HYG Dir = C:\HAESTAD\PROJECTS\1033\001\ Inflow HYG file = NONE STORED -POND IN OOS-Yr Outflow HYG file = NONE STORED -POND OUT OOS-Yr Time Inflow 2S/t -0 25/t + 0 Infilt. Outflow Storage Elev. min cf s cf s cf s cfs cfs cu.ft ft -----------------------------------------------------------------------------86.00 .00 20.78 23.02 .00 1.12 1314 274.6S 88.00 .00 18.68 20.78 .00 1. OS 1184 274.60 90.00 .00 16.71 18.68 .00 .99 1062 274. SS 92.00 .00 14.86 16.71 .00 .92 947 274.SO 94.00 .00 13.20 14.86 .00 .83 811 274 .4S 96.00 .00 11. 74 13. 20 .00 .73 686 274.40 98.00 .00 10.43 11. 74 .00 .6S S7S 274. 36 100.00 .00 9.27 10.43 .00 .S8 476 274.32 102.00 .00 8.24 9. 27 .00 .S2 388 274.28 104.00 .00 7.32 8.24 .00 .46 311 274.2S 106.00 .00 6.Sl 7.32 .00 .41 277 274.22 108.00 .00 S.78 6.Sl .00 .36 246 274.20 110.00 .00 S.14 S.78 .00 .32 218 274.18 112.00 .00 4.S7 S.14 .00 .29 194 274.16 114. 00 .00 4.06 4.S7 .00 .2S 173 274. 14 116. 00 .00 3.61 4.06 .00 .23 1S3 274.12 118. 00 .00 3.21 3.61 .00 .20 136 274. 11 120.00 .00 2.8S 3.21 .00 .18 121 274.10 122.00 .00 2.S3 2.8S .00 .16 108 274.09 124.00 .00 2.2S 2.S3 .00 .14 96 274.08 126.00 .00 2.00 2.2S .00 .13 8S 274. 07 128.00 .00 1. 78 2.00 .00 .11 76 274.06 130. 00 .00 1. S8 1. 78 .00 .10 67 274.0S 132. 00 .00 1.40 1. S8 .00 .09 60 274.0S 134. 00 .00 1. 2S 1. 40 .00 .08 S3 274.04 136. 00 .00 1.11 1. 2S .00 .07 47 274.04 138. 00 .00 .99 1.11 .00 .06 42 274.03 140.00 .00 .88 .99 .00 .OS 37 274.03 142.00 .00 .78 .88 .00 .OS 33 274.03 144.00 .00 .69 .78 .00 .04 29 274.02 146.00 .00 .61 .69 .00 .04 26 274.02 148.00 .00 .SS .61 .00 .03 23 274.02 lS0.00 .00 .49 .SS .00 . 03 21 274.02 1S2.00 .00 .43 .49 .00 .03 18 274.01 1S4.00 .00 .38 .43 .00 .02 16 274.01 1S6.00 .00 .34 .38 .00 .02 14 274 -01 1S8.00 .00 .30 .34 .00 .02 13 274.01 160.00 .00 .27 . 30 .00 .02 11 274.01 162.00 .00 .24 .27 .00 .01 10 274.01 164.00 .00 .21 .24 .00 .01 9 274. 01 166.00 .00 .19 .21 .00 .01 8 274.01 168.00 .00 .17 .19 .00 .01 7 274.01 170.00 .00 .lS .17 .00 .01 6 274.01 S/N: D21201A06A8A Ash & Browne Engineering, Inc. PondPack Ver: 7.0 (32S) Compute Time: 20:24:30 Date: 11-28-2000 Type .... Pond Routing Cales (Total Out) Page 5 .06 Name .... POND OUT Tag: 005-Yr Event: 5 yr File .... C:\HAESTAD\PROJECTS\1033\001\FINAL REPORT.PPW Storm ... e, b, d Tag: 005-Yr LEVEL POOL ROUTING CALCULATIONS HYG Dir = C:\HAESTAD\PROJECTS\1033\001\ Inflow HYG file = NONE STORED -POND IN 005-Yr Outflow HYG file = NONE STORED -POND OUT 005-Yr Time Inf low 25/t -0 25/t + 0 Infilt. Outflow Storage Elev. min cf s cf s cf s cfs cf s cu.ft ft ----------------------------------------------------------------------------- 172 . 00 .00 .13 .15 .00 .01 6 274.00 174 .00 .00 .12 .13 .00 .01 5 274.00 176 .00 .00 .10 .12 .00 .01 4 274 .00 178 .00 .00 .09 .10 .00 .01 4 274.00 180 .00 .00 .08 .09 .00 .01 4 274 . 00 182 .00 .00 .07 .08 .00 .00 3 274.00 184 .00 .00 .07 .07 .00 .00 3 274.00 186.00 .00 .06 .07 .00 .00 2 274.00 188 .00 .00 .05 .06 .00 .00 2 274.00 190 .00 .00 .05 .05 .00 .00 2 274 . 00 S/N: D21201A06A8A Ash & Browne Engineering, Inc . PondPack Ver: 7 .0 (325) Compute Time : 20:24:30 Date : 11-28-2000 Type .... Executive Summary (Nodes) Name .... Watershed File .... C:\HAESTAD\PROJECTS\1033\001\FINAL REPORT .PPW Storm ... e, b, d Tag : 005-Yr NETWORK SUMMARY --NODES Page 1.02 Event : 5 yr (Trun .= HYG Truncation: Blank=None: L=Left; R=Rt: LR=Left & Rt) DEFAULT Design Storm File.ID= Storm Tag Name = .0000 in 0 .00 min Data Type. File. ID = Total Rainfall Depth= Duration Multiplier = Resulting Durat i on = Resulting Start Time= .00 min Step= .00 min End= .00 min HYG Vol Qpeak Node ID Type cu .ft Trun . min ------------------------------------ AREA "A" AREA 11428 10 .00 Outfall OUTLET JCT 11425 38 .00 POND IN POND 11428 10 .00 POND OUT POND 11425 38 .00 SIN : D21201A06A8A Ash & Browne Engineering, Inc. PondPack Ver: 7.0 (325) Compute Time: 20:24:30 Qpeak cfs -------- 5 . 77 3.00 5. 77 3 .00 Max WSEL ft 276 .68 Date: 11-28-2000 Type .... Mod. Rational Storm Cales Name .... AREA "A" Tag: 010-Yr File .... C:\HAESTAD\PROJECTS\1033\001\FINAL REPORT.PPW Storm ... e, b, d Tag: 010-Yr MODIFIED RATIONAL METHOD Summary for Single Storm Frequency Page 6 .09 Event: 10 yr Q = CiA * Units Conversion; Where Conversion = 43560 I (12 * 3600) RETURN FREQUENCY: 10 yr ·c· Adjustment = 1.000Allowable Q = 4 .85 cfs Hydrograph Storm Duration. Td = 36 .00 min Hydrograph File: 010-Yr Tc = 10 .00 min .............................................................................. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . VOLUMES Wtd . Adjusted Duration Intens . Area Qpeak I Inflow Storage ·c· 'C' min in/hr acres cfs I cu .ft cu.ft ------------------------------------------------------1--------------------- .840 .840 10 .00 8.6338 1 .670 12.21 I 7330 4422 .840 .840 15.oo 7.1939 1 .670 10 .18 I 9159 5525 .840 .840 20 .00 6.2093 1.670 8.78 I 10541 6180 .840 .840 30 .00 4 .9361 1.670 6.98 I 12569 6754 ************************************************************ Storage Maximum .840 .840 36.oo 4.4197 1 .670 6.25 I 13505 6818 **************************************************************************** .840 .840 .840 .840 .840 .840 40 .00 50.00 60.00 4.1387 3 .5872 3.1802 1.670 1 .670 1.670 5.85 5.07 4.50 SIN : D21201A06A8A Ash & Browne Engineering, Inc . PondPack Ver: 7 .0 (325) Compute Time: 20:24:30 14052 6783 15224 6501 Qpeak < Qallow Date : 11-28-2000 Type .... Pond Routing Cales (Total Out) Name .... POND OUT Tag: 010-Yr File .... C:\HAESTAD\PROJECTS\1033\001\FINAL REPORT.PPW Storm ... e, b, d Tag: 010-Yr HYG Dir Inflow HYG file Outflow HYG file LEVEL POOL ROUTING CALCULATIONS = C:\HAESTAD\PROJECTS\1033\001\ = NONE STORED -POND IN 010-Yr = NONE STORED -POND OUT 010-Yr Page 5.07 Event: 10 yr Time min Inflow cfs 2S/t -0 cfs 2S/t + 0 Infilt. Outflow Storage Elev. cfs cfs cfs cu.ft ft .00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00 22.00 24.00 26.00 28.00 30.00 32.00 34.00 36.00 38.00 40.00 42.00 44.00 46.00 48.00 50.00 52.00 54.00 56.00 58.00 60.00 62.00 64.00 66.00 68.00 70.00 72 .00 74.00 76.00 78.00 80.00 82.00 84.00 .00 1. 25 2.50 3.75 5.00 6.25 6.25 6.25 6.25 6.25 6.25 6.25 6.25 6.25 6.25 6.25 6.25 6.25 6.25 5.00 3.75 2.50 1. 25 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 1.11 4.32 9.40 16.21 24.95 34.32 43.28 51. 85 60.12 68.13 75.89 83 .42 90.76 97.90 104.75 111.22 117. 34 123.12 127.40 129 .11 128.35 125.26 119. 97 113. 79 107.95 102.43 97.08 91. 88 86.82 81. 90 77 .11 72.48 67.98 63.63 59.42 55.33 51. 42 47.68 44.10 40.67 37.39 34.26 .00 1. 25 4.86 10.57 18.15 27.46 37.45 46.82 55.78 64.36 72.62 80.63 88.39 95.93 103.26 110.40 117.25 123. 72 129.84 134. 37 136 .16 135.36 132 .10 126.51 119. 97 113.79 107.95 102.43 97.08 91. 88 86.82 81.90 77 .11 72.48 67.98 63.63 59.42 55.33 51.42 47.68 44.10 40.67 37. 39 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 S/N: D21201A06A8A Ash & Browne Engineering, Inc. .00 .07 .27 .59 .97 1. 26 1. 57 1. 77 1. 97 2.12 2.25 2.37 2.48 2.58 2.68 2.83 3.02 3.19 3.36 3.49 3.52 3.51 3.42 3.27 3.09 2.92 2.76 2.67 2.60 2.53 2.46 2.39 2.32 2.25 2.18 2.11 2.04 1. 96 1. 87 1. 79 1. 71 1. 64 1. 56 PondPack Ver: 7.0 (325) Compute Time: 20:24:30 0 47 184 487 1031 1572 2153 2703 3229 3734 4223 4695 5154 5601 6035 6454 6854 7232 7589 7853 7958 7911 7721 7394 7013 6652 6311 5985 5669 5361 5062 4770 4488 4214 3949 3691 3442 3202 2973 2753 2543 2342 2150 274.00 274.04 274.15 274.32 274.54 274.75 274.99 275.21 275. 42 275. 61 275.78 275.95 276 .11 276. 27 276.42 276.56 276.69 276. 81 276.92 277. 00 277. 04 277.02 276.96 276. 86 276.74 276. 62 276. 52 276.40 276. 29 276.18 276. 08 275.97 275.87 275.78 275. 68 275.59 275.50 275.41 275.32 275.23 275.14 275.06 274.99 Date: 11-28-2000 Type .... Pond Routing Cales (Total Out) Page 5 .08 Name .... POND OUT Tag: 010-Yr Event: 10 yr File .... C:\HAESTAD\PROJECTS\1033\001\FINAL REPORT.PPW Storm ... e. b, d Tag: 010-Yr LEVEL POOL ROUTING CALCULATIONS HYG Dir = C:\HAESTAD\PROJECTS\1033\001\ Inflow HYG file = NONE STORED -POND IN 010-Yr Outflow HYG file = NONE STORED -POND OUT 010-Yr Time Inflow 2S/t -0 2S/t + 0 Infilt . Outflow Storage Elev. min cfs cfs cfs cf s cfs cu .ft ft ----------------------------------------------------------------------------- 86.00 .DO 31. 33 34.26 .DO 1. 47 1968 274.91 88.00 .DO 28 .57 31. 33 .00 1. 38 1797 274 .84 90 .00 .OD 25 .99 28 .57 .00 1. 29 1637 274 .78 92.00 .00 23 .57 25 .99 .00 1. 21 1487 274 . 72 94 .00 .00 21. 30 23.57 .00 1.14 1346 274.66 96.00 .00 19.16 21. 30 .00 1. 07 1214 274. 61 98 .00 .00 17 .16 19.16 .00 1.00 1090 274.56 100 .00 .00 15.28 17.16 .00 .94 973 274.52 102 .00 .OD 13 . 58 15.28 .00 .85 843 274. 46 104.00 .00 12.07 13. 58 .00 .76 714 274 .41 106.00 .DO 10 .73 12.07 .00 .67 600 274 . 37 108 .00 .00 9.53 10 . 73 .00 .60 499 274.32 110 .00 .00 8 .47 9.53 .00 .53 408 274.29 112 . 00 .00 7 .53 8 .47 .00 .47 328 274 .26 114 .00 .00 6 .69 7.53 .00 .42 284 274.23 116. 00 .00 5.95 6.69 .DO .37 253 274. 20 118 . 00 .00 5.29 5.95 .00 .33 225 274 .18 120 .00 .00 4 .70 5.29 .00 .29 200 274.16 122 .00 .OD 4 .18 4 .70 .00 .26 177 274 .14 124 .00 .00 3.71 4 .18 .00 .23 158 274 .13 126 .00 .00 3 .30 3.71 .00 .21 140 274 .11 128 .00 .00 2.93 3.30 .00 .18 125 274 .10 130. 00 .00 2 .60 2.93 .OD .16 111 274 .09 132 .00 .00 2.32 2 .60 .00 .14 98 274.08 134 . 00 .DO 2 .06 2.32 .00 .13 87 274.07 136 . 00 .00 1. 83 2.06 .DO .11 78 274.06 138 . 00 .OD 1. 63 1. 83 .00 .10 69 274.06 140 .00 .00 1. 44 1. 63 .00 .09 61 274. 05 142 .00 .00 1. 28 1.44 .00 .08 55 274 .04 144 .00 .00 1.14 1 .28 .DO .07 48 274.04 146 .00 .00 1. 01 1.14 .00 .06 43 274.03 148 .00 .00 .90 1. 01 .00 .06 38 274. 03 150.00 .00 .80 .90 .00 .05 34 274 .03 152 .00 .00 .71 .80 .DO .04 30 274. 02 154 .00 .00 .63 .71 .00 .04 27 274.02 156.00 .00 .56 .63 .00 .04 24 274.02 158.00 .00 .50 .56 .00 .03 21 274. 02 160 .00 .00 .44 .50 .00 .03 19 274 .02 162 .00 .00 .39 .44 .DO .02 17 274. 01 164.00 .DO .35 .39 .00 .02 15 274.01 166.00 .00 .31 .35 .DO .02 13 274.01 168.00 .00 .28 .31 .00 .02 12 274.01 170 .00 .00 .25 .28 .DO .02 10 274.01 S/N: D21201A06A8A Ash & Browne Engineering , Inc . PondPack Ver: 7.0 (325) Compute Time: 20:24 :30 Date : 11-28-2000 Type .... Pond Routing Cales (Total Out) Page S.09 Name .... POND OUT Tag : 010 -Yr Event: 10 yr File .... C:\HAESTAD\PROJECTS\1033\001\FINAL REPORT.PPW Storm ... e , b, d Tag : 010-Yr LEVEL POOL ROUTING CALCULATIONS HYG Dir = C:\HAESTAD\PROJECTS\1033\001\ Inflow HYG file = NONE STORED -POND IN 010-Yr Outflow HYG file = NONE STORED -POND OUT 010 -Yr T i me Inflow 2S/t -0 2S/t + 0 Infilt . Outflow Storage Elev. mi n cf s cfs cfs cf s cf s cu .ft ft ----------------------------------------------------------------------------- 172 .00 .00 . 22 .2S .00 .01 9 274 .01 174 .00 .00 .19 .22 .00 .01 8 274 . 01 176 .00 .00 .17 .19 .00 .01 7 274 .01 178 .00 .00 .lS .17 .00 .01 7 274 .01 180 .00 .00 .14 .lS .00 .01 6 274 .00 182 .00 .00 .12 .14 .00 .01 s 274 .00 184.00 .00 .11 .12 .00 .01 s 274 .00 186 .00 .00 .10 .11 .00 .01 4 274 .00 188 .00 .00 .09 .10 .00 .01 4 274.00 190 .00 .00 .08 .09 .00 .00 3 274.00 192.00 .00 .07 .08 .00 .00 3 274.00 194 .00 .00 .06 .07 .00 .00 3 274 . 00 196 .00 .00 .OS .06 .00 .00 2 274 .00 198 .00 .00 .OS .OS .00 .00 2 274 .00 S/N: D21201A06A8A Ash & Browne Engineering, Inc. PondPack Ver: 7 .0 (32S) Compute Time: 20 :24 :30 Date: 11-28 -2000 Type .... Executive Summary (Nodes) Name .... Watershed File .... C:\HAESTAD\PROJECTS\1033\001\FINAL REPORT .PPW Storm ... e, b, d Tag: 010-Yr NETWORK SUMMARY --NODES Page 1.03 Event : 10 yr (Trun .= HYG Truncation: Blank=None: L=Left; R=Rt : LR=Left & Rt) DEFAULT Design Storm File.ID= Storm Tag Name = .0000 in 0 .00 min Data Type, File, ID = Total Rainfall Depth= Duration Multipl i er = Resulting Duration = Resulting Start Time= .00 min Step= .00 min End= .00 min HYG Vol Qpeak Node ID Type cu .ft Trun . min ------------------------------------ AREA "A .. AREA 13505 10.00 Outfall OUTLET JCT 13502 40.00 POND IN POND 13505 10 .00 POND OUT POND 13502 40 .00 SIN : D21201A06A8A Ash & Browne Engineering, Inc . PondPack Ver : 7 .0 (325) Compute Time: 20:24:30 Qpeak cfs -------- 6.25 3 .52 6 .25 3.52 Max WSEL ft 277 . 04 Date : 11-28-2000 Type .... Mod . Rational Storm Cales Name .... AREA "A" Tag: 025-Yr File .... C:\HAESTAD\PROJECTS\1033\001\FINAL REPORT .PPW Storm ... e, b, d Tag: 025-Yr MODIFIED RATIONAL METHOD Summary for Single Storm Frequency Page 6 .12 Event: 25 yr Q = CiA * Units Conversion: Where Conversion = 43560 I (12 * 3600) RETURN FREQUENCY : 25 yr 'C' Adjustment= 1 .000Allowable Q = 5.55 cfs Hydrograph Storm Duration. Td = 36.00 min Hydrograph File: 025-Yr Tc = 10 .00 min ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . VOLUMES Wtd . Adjusted Duration Intens. Area Qpeak I Inflow Storage ·c· 'C ' min in/hr acres cfs I cu .ft cu .ft ------------------------------------------------------1--------------------- .840 .840 10 .00 9 .8607 1.670 13 .95 I 8371 5043 .840 .840 15 .oo 8 .2339 1 .670 11 .65 I 10483 6323 .840 .840 20 .00 7 .1193 1 .670 10.07 I 12086 7094 .840 .840 30 .oo 5 .6748 1 .670 8 .03 I 14450 7795 ************************************************************ Storage Maximum .840 .840 36 .oo 5.0878 1 .670 7 .20 I 15546 7893 **************************************************************************** .840 .840 .840 .840 .840 .840 40 .00 50 .00 60 .00 4 .7680 4.1396 3.6752 1 .670 1 .670 1 .670 6.75 5 .86 5 .20 S/N : D21201A06A8A Ash & Browne Engineering, I nc . PondPack Ver : 7 .0 (325) Compute Time : 20 :24:30 16188 7869 17568 7585 Qpeak < Qallow Date: 11 -28 -2000 Type .... Pond Routing Cales (Total Out) Page 5.10 Name .... POND OUT Tag: 025-Yr Event: 25 yr File .... C:\HAESTAD\PROJECTS\1033\001\FINAL REPORT.PPW Storm ... e. b. d Tag: 025-Yr LEVEL POOL ROUTING CALCULATIONS HYG Dir = C:\HAESTAD\PROJECTS\1033\001\ Inflow HYG file = NONE STORED -POND IN 025-Yr Outflow HYG file = NONE STORED -POND OUT 025-Yr Time Inflow 2S/t -0 2S/t + 0 Inf i1 t. Outflow Storage Elev. min cf s cf s cf s cfs cfs cu.ft ft -----------------------------------------------------------------------------.00 .00 .00 .00 .00 .00 0 274.00 2.00 1.44 1. 28 1.44 .00 .08 54 274.04 4.00 2.88 4.97 5.60 .00 .31 211 274.17 6.00 4.32 10.82 12.17 .00 .68 607 274.37 8.00 5.76 18.78 20.89 .00 1. 05 1190 274.60 10.00 7.20 28.96 31.74 .00 1. 39 1821 274.85 12.00 7.20 39.96 43.35 .00 1. 70 2499 275.13 14.00 7.20 50.48 54.35 .00 1. 93 3145 275.38 16.00 7.20 60.62 64.88 .00 2 .13 3765 275.62 18.00 7.20 70.44 75.02 .00 2.29 4364 275.83 20.00 7.20 79.97 84.84 .00 2.44 4944 276.03 22.00 7.20 89.24 94.36 .00 2.56 5508 276.23 24.00 7.20 98.25 103.63 .00 2.69 6057 276.43 26.00 7.20 106.87 112.65 .DO 2.89 6586 276.60 28.00 7.20 115. 01 121.27 .DO 3 .13 7088 276.76 30.00 7.20 122.71 129.41 .OD 3.35 7564 276.91 32.00 7.20 130. 01 137 .10 .OD 3.55 8014 277. 05 34.00 7.20 137. 00 144.41 .DO 3. 71 8442 277 .19 36.00 7.20 143.68 151. 39 .DO 3.86 8852 277. 32 38.00 5.76 148.68 156.63 .00 3.97 9159 277.41 40.00 4.32 150. 72 158.76 .DO 4.02 9284 277. 45 42.00 2.88 149.91 157.92 .00 4.00 9235 277 .44 44.00 1.44 146.39 154.24 .00 3.92 9019 277. 37 46.00 .DO 140.27 147.84 .DO 3.78 8643 277. 25 48.00 .OD 133. 05 140.28 .DO 3.61 8200 277 .11 50.00 .DO 126.15 133.05 .DO 3.45 7776 276.98 52.00 .00 119. 63 126.15 .DO 3.26 7373 276. 85 54.00 .00 113. 47 119. 63 .DO 3.08 6993 276.73 56.00 .00 107.64 113.47 .DO 2.91 6633 276.62 58.00 .OD 102.14 107.64 .OD 2.75 6293 276.51 60.00 .DO 96.80 102.14 .DO 2.67 5968 276.40 62.00 .DO 91. 61 96.80 .DO 2.60 5652 276.29 64.00 .DO 86.56 91.61 .DO 2.53 5345 276.18 66.00 .DO 81.64 86.56 .OD 2.46 5046 276.07 68.00 .DO 76.86 81. 64 .OD 2.39 4755 275.97 70.00 .OD 72. 23 76.86 .DO 2.31 4473 275.87 72 .DO .OD 67.75 72. 23 .OD 2.24 4199 275. 77 74.00 .OD 63.40 67.75 .DO 2.17 3935 275.68 76.00 .DO 59.19 63.40 .DO 2.10 3678 275.59 78.00 .OD 55.12 59.19 .OD 2.04 3429 275.50 80.00 .00 51. 21 55.12 .DO 1. 95 3190 275.40 82.00 .00 47.48 51. 21 .DO 1. 87 2961 275.31 84.00 .OD 43.91 47.48 .00 1. 79 2742 275. 22 SIN: D21201A06A8A Ash & Browne Engineering, Inc. PondPack Ver: 7.0 (325) Compute Time: 20:24:30 Date: 11-28-2000 Type .... Pond Routing Cales (Total Out) Page 5 .11 Name .... POND OUT Tag: 025-Yr Event: 25 yr File .... C:\HAESTAD\PROJECTS\1033\001\FINAL REPORT .PPW Storm ... e. b, d Tag: 025-Yr LEVEL POOL ROUTING CALCULATIONS HYG Dir = C:\HAESTAD\PROJECTS\1033\001\ Inflow HYG file = NONE STORED -POND IN 025-Yr Outflow HYG file = NONE STORED -POND OUT 025-Yr Time Inflow 2S/t -0 2S/t + 0 Inf il t . Outflow Storage Elev . min cf s cf s cf s cfs cf s cu.ft ft ----------------------------------------------------------------------------- 86.00 .00 40 .49 43 .91 .00 1. 71 2532 275 .14 88 .00 .00 37.22 40 .49 .00 1.64 2331 275. 06 90 .00 .00 34.10 37 . 22 .00 1. 56 2140 274 .98 92.00 .00 31.18 34 .10 .00 1. 46 1958 274.91 94 .00 .00 28 .43 31.18 .00 1. 37 1788 274 .84 96.00 .00 25.86 28 .43 .00 1. 29 1629 274.78 98 .00 .00 23 .44 25.86 .00 1. 21 1479 274 . 72 100.00 .00 21.18 23 .44 .00 1.13 1339 274.66 102.00 .00 19.05 21.18 .00 1. 06 1207 274.61 104 .00 .00 17 .06 19 .05 .00 1. 00 1083 274.56 106.00 .00 15 .19 17.06 .00 .94 967 274.51 108.00 .00 13. 50 15 .19 .00 .84 835 274.46 110 . 00 .00 12.00 13 . 50 .00 .75 708 274.41 112 .00 .00 10 .66 12 .00 .00 .67 594 274.36 114 .00 .00 9 .47 10.66 .00 .59 493 274.32 116 .00 .00 8 .42 9 .47 .00 .53 404 274.29 118 . 00 .00 7.48 8 .42 .00 .47 324 274.25 120 .00 .00 6.65 7.48 .00 .42 283 274 .23 122 . 00 .00 5.91 6.65 .00 .37 251 274.20 124.00 .00 5 .25 5 .91 .00 .33 223 274 .18 126 .00 .00 4 .67 5 .25 .00 .29 198 274.16 128.00 .00 4.15 4 .67 .00 .26 176 274.14 130 . 00 .00 3 .69 4 .15 .00 .23 157 274 .13 132 . 00 .00 3.28 3 .69 .00 .21 139 274 .11 134 . 00 .00 2 .91 3 .28 .00 .18 124 274 .10 136 . 00 .00 2 .59 2 .91 .00 .16 110 274 .09 138. 00 .00 2 .30 2 .59 .00 .14 98 274.08 140 .00 .00 2 .04 2.30 .00 .13 87 274.07 142.00 .00 1. 82 2 .04 .00 .11 77 274.06 144 .00 .00 1. 61 1. 82 .00 .10 69 274.06 146.00 .00 1. 44 1. 61 .00 .09 61 274.05 148 .00 .00 1. 28 1.44 .00 .08 54 274.04 150 .00 .00 1.13 1. 28 .00 .07 48 274 .04 152.00 .00 1. 01 1.13 .00 .06 43 274 .03 154 .00 .00 .90 1. 01 .00 .06 38 274.03 156 .00 .00 .80 .90 .00 .05 34 274.03 158.00 .00 . 71 .80 .00 .04 30 274 .02 160 .00 .00 .63 .71 .00 .04 27 274 .02 162 .00 .00 .56 .63 .00 .03 24 274 .02 164 .00 .00 .50 .56 .00 .03 21 274 .02 166 .00 .00 .44 .50 .00 .03 19 274.02 168 .00 .00 .39 .44 .00 .02 17 274 . 01 170 .00 .00 .35 .39 .00 .02 15 274.01 SIN : D21201A06A8A Ash & Browne Engineering, Inc . PondPack Ver : 7 .0 (325) Compute Time: 20:24 :30 Date : 11-28-2000 Type .... Pond Routing Cales (Total Out) Page 5 .12 Name .... POND OUT Tag: 025 -Yr Event : 25 yr File .... C:\HAESTAD\PROJECTS\1033\001\FINAL REPORT.PPW St orm ... e. b , d Tag: 025-Yr LEVEL POOL ROUTING CALCULATIONS HYG Dir = C:\HAESTAD\PROJEC TS\1033 \001\ I nflow HYG file = NONE STORED -POND IN 025-Yr Outflow HYG file = NONE STORED -POND OUT 025-Yr Ti me Inflow 2S/t -0 25/t + 0 Inf i1 t. Outflow Storage Elev . mi n cfs cf s cf s cf s cfs cu .ft ft ----------------------------------------------------------------------------- 172 . 00 .00 .31 .35 .00 .02 13 274 .01 174 .00 .00 .28 .31 .00 .02 12 274 .01 176 .00 .00 .24 .28 .00 .02 10 274 .01 178 .00 .00 .22 .24 .00 .01 9 274 .01 180 .00 .00 .19 .22 .00 .01 8 274 . 01 182 .00 .00 .17 .19 .00 .01 7 274 .01 184 .00 .00 .15 .17 .00 .01 6 274 .01 186 .00 .00 .14 .15 .00 .01 6 274.00 188.00 .00 .12 .14 .00 .01 5 274 .00 190 .00 .00 .11 .12 .00 .01 5 274 .00 192 .00 .00 .10 .11 .00 .01 4 274 .00 194 .00 .00 .08 .10 .00 .01 4 274 .00 196 .00 .00 .08 .08 .00 .00 3 274 .00 198 .00 .00 .07 .08 .00 .00 3 274.00 200 .00 .00 .06 .07 .00 .00 3 274 .00 202 .00 .00 .05 .06 .00 .00 2 274 .00 204 .00 .00 .05 .05 .00 .00 2 274 .00 S/N : D21201A06A8A Ash & Browne Eng i neering, Inc . PondPack Ver: 7 .0 (325) Compute Time: 20:24 :30 Date: 11 -28 -2 000 Type .... Executive Summary (Nodes) Name .... Watershed File .... C:\HAESTAD\PROJECTS\1033\001\FINAL REPORT.PPW Storm ... e, b, d Tag: 025-Yr NETWORK SUMMARY --NODES Page 1. 04 Event: 25 yr (Trun .= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Design Storm File.ID= Storm Tag Name = .0000 in 0 .00 min Data Type, File, ID = Total Rainfall Depth= Duration Multiplier= Resulting Duration = Resulting Start Time= .00 min Step= .00 min End= .00 min HYG Vol Qpeak Node ID Type cu .ft Trun . min --------------------------- --------- AREA "A" AREA 15546 10 .00 Outfall OUTLET JCT 15543 40.00 POND IN POND 15546 10.00 POND OUT POND 15543 40 .00 SIN : D21201A06A8A Ash & Browne Engineering, Inc . PondPack Ver: 7.0 (325) Compute Time : 20:24:30 Qpeak cfs -------- 7 .20 4 .02 7.20 4.02 Max WSEL ft 277. 45 Date: 11-28-2000 Type .... Mod . Rational Storm Cales Name .... AREA "A" Tag: 050-Yr File .... C:\HAESTAD\PROJECTS\1033\001\FINAL REPORT .PPW Storm ... e, b, d Tag: 050-Yr MODIFIED RATIONAL METHOD Summary for Single Storm Frequency Page 6.15 Event : 50 yr Q = CiA * Units Conversion; Where Conversion = 43560 I (12 * 3600) RETURN FREQUENCY : 50 yr 'C' Adjustment = l.OOOAllowable Q = 6 .28 cfs Hydrograph Storm Duration. Td = 38 .00 min Hydrograph File : 050-Yr Tc = 10.00 min ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . VOLUMES Wtd. Adjusted Duration Intens . Area Qpeak I Inflow Storage 'C' 'C ' min in/hr acres cfs I cu .ft cu .ft ------------------------------------------------------1--------------------- .840 .840 10 .00 11 .1468 1.670 15.77 I 9463 5692 .840 .840 15 .oo 9 .3278 1.670 13.20 I 11876 7164 .840 .840 20 .00 8 .0792 1 .670 11 .43 I 13715 8060 .840 .840 30 .oo 6.4574 1.670 9.14 I 16443 8903 ************************************************************ Storage Maximum .840 .840 38 .oo 5 .6101 1.670 7.94 I 18095 9047 **************************************************************************** .840 .840 .840 .840 .840 .840 40.00 50 .00 60.00 5 .4369 4 .7282 4.2037 1 .670 1.670 1.670 7 .69 6 .69 5 .95 S/N: D21201A06A8A Ash & Browne Engineering, Inc . PondPack Ver: 7.0 (325) Compute Time: 20:24:30 18459 9034 20066 8757 Qpeak < Qallow Date: 11-28-2000 Type .... Pond Routing Cales (Total Out) Name .... POND OUT Tag : 050 -Yr File .... C:\HAESTAD\PROJECTS\1033\001\FINAL REPORT.PPW Storm ... e. b, d Tag: 050-Yr LEVEL POOL ROUTING CALCULATIONS HYG Dir = C:\HAESTAD\PROJECTS\1033\001\ Inflow HYG file = Outflow HYG file = NONE STORED -POND IN 050-Yr NONE STORED -POND OUT 050-Yr Page 5 .13 Event: 50 yr Time min Inflow cf s 2S/t -0 cfs 2S/t + 0 Infilt . Outflow Storage Elev . cfs cfs cfs cu.ft ft .00 2 .00 4 .00 6 .00 8 .00 10 . 00 12.00 14.00 16.00 18.00 20.00 22 .00 24.00 26.00 28 .00 30 .00 32.00 34 .00 36 .00 38 .00 40 .00 42.00 44 .00 46 .00 48 .00 50 .00 52 .00 54 .00 56 .00 58 .00 60 .00 62 .00 64 .00 66 .00 68 .00 70 .00 72 .00 74 .00 76.00 78 .00 80 .00 82 .00 84 .00 .00 1. 59 3 .17 4.76 6 .35 7 .93 7 .94 7 .94 7 .94 7 .94 7 .94 7 .94 7.94 7 .94 7.94 7 .94 7 .94 7 .94 7.94 7 .94 6 .35 4 .76 3.18 1. 59 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 1.41 5 .48 11. 93 20.79 32.09 44.37 56 .13 67.53 78.57 89 .31 99. 77 109 .70 119. 08 127 .96 136 . 45 144 .56 152 .32 159.82 167 .08 170.04 169 .95 168 .54 164 . 77 158 .05 150 .04 142 .38 135 . 06 128.06 121. 43 115 .17 109 .26 103.66 98 .29 93.05 87 .96 83.01 78 .19 73 .52 68 .99 64 .61 60 .36 56 .25 .00 1. 59 6 .17 13 .42 23 .04 35 .08 47 .96 60 .24 72 . 01 83 .40 94 .44 105 .19 115 . 64 125 .57 134. 95 143 .83 152 .32 160 .43 168 .19 175 .69 181 .36 181.15 177 . 88 173 .31 166.36 158.05 150 .04 142 .38 135 . 06 128.06 121 .43 115 .17 109 .26 103.66 98 .29 93 .05 87 .96 83 .01 78 .19 73 .52 68 .99 64 .61 60 .36 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 S/N : D21201A06A8A Ash & Browne Engineering , Inc . .00 .09 .34 .75 1.12 1. 49 1.80 2 .06 2 .24 2 .42 2 .56 2 .71 2 .97 3 .24 3.50 3 .69 3 .88 4 .06 4 .19 4 .31 5 .66 5 .60 4 .67 4 .27 4 .16 4 .00 3 .83 3 .66 3 .50 3 .31 3 .13 2 .96 2.80 2 .69 2 .62 2 .55 2.48 2 .41 2 .33 2 .26 2 .19 2 .12 2.06 PondPack Ver : 7 .0 (325) Compute Time : 20 :24 :30 0 60 233 702 1315 2015 2770 3491 4186 4859 5513 6149 6760 7340 7887 8408 8906 9383 9840 10283 10542 10533 10393 10142 9732 9243 8773 8323 7893 7485 7098 6733 6388 6059 5740 5430 5129 4836 4551 4275 4008 3749 3498 274 .00 274.05 274.19 274.41 274 .65 274 .93 275. 23 275.52 275 . 77 276 .00 276.24 276.46 276 .66 276.84 277 . 01 277 .18 277 . 33 277.48 277 . 61 277 .73 277 . 81 277 . 80 277 . 76 277 . 70 277 . 58 277 .44 277 . 29 277 .15 277 . 01 276 .89 276 .76 276 .65 276 .54 276 .43 276 .32 276.21 276 .10 276 .00 275.90 275 .80 275 .70 275.61 275 .52 Date : 11-28 -2000 Type .... Pond Routing Cales (Total Out) Page S.14 Name .... POND OUT Tag: OSO-Yr Event : SO yr File .... C:\HAESTAD\PROJECTS\1033\001\FINAL REPORT .PPW Storm ... e, b. d Tag: OSO-Yr LEVEL POOL ROUTING CALCULATIONS HYG Dir = C:\HAESTAD\PROJECTS\1033\001\ Inflow HYG file = NONE STORED -POND IN OSO-Yr Outflow HYG file = NONE STORED -POND OUT 050-Yr Time Inflow 2S/t -0 2S/t + 0 Infilt . Outflow Storage Elev . min cf s cf s cf s cf s cf s cu .ft ft ----------------------------------------------------------------------------- 86 .00 .00 S2.30 S6 .2S .00 1. 98 32S6 275 .43 88.00 .00 48. 51 52.30 .00 1. 89 3024 275 .34 90 .00 . 00 44 .90 48.51 .00 1. 81 2802 27S .2S 92 .00 .00 41 .44 44 .90 .00 1. 73 2S90 27S.16 94 .00 .00 38 .12 41 .44 .00 1. 66 2387 27S .08 96.00 .00 34 .95 38.12 .00 1. S9 2192 27S.OO 98 .00 .00 31. 98 34.95 .00 1. 49 2008 274 .93 100 .00 .00 29 .18 31. 98 .00 1.40 183S 274 .86 102 .00 .00 26.S6 29 .18 .00 1. 31 1672 274 .79 104 .00 .00 24.10 26 .56 .00 1. 23 1520 274.73 106 .00 .00 21. 80 24 .10 .00 l. lS 1377 274 .68 108 .00 .00 19 .63 21 .80 .00 1. 08 1243 274 .62 110 . 00 .00 17 .60 19 .63 .00 1. 02 1117 274 .S7 112 . 00 .00 lS .70 17.60 .00 .9S 999 274 . 53 114. 00 .00 13 . 9S lS .70 .00 .87 874 274.48 116 . 00 .00 12.40 13 . 9S .00 .78 742 274 .42 118 . 00 .00 11. 02 12 .40 .DO .69 62S 274 .38 120 .00 .DO 9.79 11. 02 .00 .61 S21 274 . 33 122 . 00 .DO 8 .70 9.79 .00 .S4 428 274 .30 124 .00 .00 7.74 8 .70 .00 .48 346 274.26 126 .00 .00 6 .87 7 .74 .00 .43 292 274 .23 128 .00 .00 6 .11 6.87 .00 .38 260 274 . 21 130 . 00 .00 S .43 6 .11 .00 .34 231 274 .18 132 . 00 .00 4 .83 S.43 .00 .30 20S 274 .16 134 . 00 .00 4 .29 4.83 .00 .27 182 274 . lS 136. 00 .DO 3 .81 4 .29 .00 .24 162 274 .13 138 .00 .00 3 .39 3.81 .00 .21 144 274 .12 140 .00 .OD 3.01 3 .39 .OD .19 128 274 .10 142 .00 .00 2 .68 3 .01 .DO .17 114 274 .09 144 .00 .00 2.38 2 .68 .00 .lS 101 274 .08 146 .00 .00 2 .11 2.38 .DO .13 90 274.07 148 .00 .00 1.88 2.11 .00 .12 80 274 . 06 150 .00 .00 1. 67 1. 88 .00 .10 71 274 .06 1S2 .00 .00 1. 48 1. 67 .00 .09 63 274 . OS 1S4 .00 .00 1. 32 1. 48 .00 .08 S6 274 .04 1S6 .00 .00 1.17 1. 32 .00 .07 50 274.04 158 .00 .OD 1.04 1.17 .OD .07 44 274 .04 160 .00 .00 .93 1. 04 .DO .06 39 274. 03 162 .00 .DO .82 .93 .00 .OS 3S 274. 03 164 .00 .00 .73 .82 .OD .OS 31 274 .02 166 .00 .00 .6S .73 .DO .04 28 274 . 02 168 .00 .00 .58 .65 .00 .04 2S 274 . 02 170 .00 .00 .Sl .58 .00 .03 22 274 .02 S/N : D21201A06A8A Ash & Browne Engineering. Inc . PondPack Ver : 7 .0 (32S) Compute Time : 20 :24:30 Date : 11-28 -2000 Type .... Pond Routing Cales (Total Out) Page 5 .15 Name .... POND OUT Tag : 050 -Yr Event: 50 yr File .... C:\HAESTAD\PROJECTS\1033\001\FINAL REPORT .PPW Storm ... e. b , d Tag: 050 -Yr LEVEL POOL ROUTING CALCULATIONS HYG Dir = C:\HAESTAD\PROJECTS\1033\001\ Inflow HYG file = NONE STORED -POND IN 050 -Yr Outflow HYG file = NONE STORED -POND OUT 050 -Yr Ti me Inflow 2S/t -0 2S/t + 0 Infil t. Outflow Storage Elev . min cf s cf s cfs cfs cfs cu .ft ft ----------------------------------------------------------------------------- 172 . 00 .00 .46 .51 .00 .03 19 274 .02 174.00 .00 .41 .46 .00 .03 17 274 .01 176.00 .00 .36 .41 .00 .02 15 274 .01 178 .00 .00 .32 .36 .00 .02 14 274.01 180 .00 .00 .28 .32 .00 .02 12 274.01 182 .00 .00 .25 .28 .00 .02 11 274 .01 184 .00 .00 .22 .25 .00 .01 10 274 .01 186 .00 .00 .20 .22 .00 .01 8 274 .01 188 .00 .00 .18 .20 .00 .01 8 274 .01 190 .00 .00 .16 .18 .00 .01 7 274 .01 192 .00 .00 .14 .16 .00 .01 6 274 . 00 194 .00 .00 .12 .14 .00 .01 5 274 .00 196 . 00 .00 .11 .12 .00 .01 5 274 .00 198 .00 .00 .10 .11 .00 .01 4 274 .00 200 .00 .00 .09 .10 .00 .01 4 274.00 202 .00 .00 .08 .09 .00 .00 3 274.00 204 .00 .00 .07 .08 .00 .00 3 274 .00 206 .00 .00 .06 .07 .00 .00 3 274 .00 208 .00 .00 .05 .06 .00 .00 2 274 . 00 210 .00 .00 .05 .05 .00 .00 2 274 . 00 212 .00 .00 .04 .05 .00 .00 2 274 . 00 S/N : D21201A06A8A Ash & Browne Eng i neering, Inc . PondPack Ver: 7 .0 (325) Compute Time: 20 :24 :30 Date : 11 -28 -2000 Type .... Executive Summary (Nodes) Name .... Watershed File .... C:\HAESTAD\PROJECTS\1033\001\FINAL REPORT .PPW Storm ... e , b , d Tag: 050-Yr NETWORK SUMMARY --NODES Page l. 05 Event: 50 yr (Trun .= HYG Truncation: Blank=None: L=Left: R=Rt: LR=Left & Rt) DEFAULT Design Storm File .ID= Storm Tag Name = .0000 in 0 .00 min Data Type . File. ID = Total Rainfall Depth= Duration Multiplier= Resulting Duration = Resulting Start Time= .00 min Step= .00 min End= .00 min HYG Vol Qpeak Node ID Type cu .ft Trun . min ------------------------------------ AREA "A" AREA 18095 10 .00 Outfall OUTLET JCT 18092 40 .00 POND IN POND 18095 10 .00 POND OUT POND 18092 40 .00 S/N : D21201A06A8A Ash & Browne Engineering, Inc. PondPack Ver: 7 .0 (325) Compute Time: 20:24:30 Qpeak cfs -------- 7 .93 5 .66 7 .93 5 .66 Max WSEL ft 277 . 81 Date : 11-28 -2 000 Type .... Mod . Rational Storm Cales Name .... AREA "A" Tag: 100-Yr File .... C:\HAESTAD\PROJECTS\1033\001\FINAL REPORT .PPW Storm ... e, b, d Tag: 100-Yr MODIFIED RATIONAL METHOD Summary for Single Storm Frequency Page 6 .18 Event: 100 yr Q = CiA * Units Conversion; Where Conversion = 43560 I (12 * 3600) RETURN FREQUENCY: 100 yr 'C' Adjustment= l .OOOAllowable Q = 6.56 cfs Hydrograph Storm Duration, Td = 38.00 min Hydrograph File: 100-Yr Tc = 10.00 min ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . VOLUMES Wtd . Adjusted Duration Intens . Area Qpeak I Inflow Storage 'C ' 'C ' min in/hr acres cfs I cu.ft cu.ft ------------------------------------------------------1--------------------- .840 .840 10.00 11 .6382 1.670 16.46 I 9880 5946 .840 .840 15.oo 9.7322 1.670 13.77 I 12391 7474 .840 .840 20.00 8 .4304 1.670 11.93 I 14311 8411 .840 .840 30 .oo 6.7457 1.670 9.54 I 17177 9311 ************************************************************ Storage Maximum .840 .840 38.oo 5 .8676 1 .670 8.30 I 18925 9485 **************************************************************************** .840 .840 .840 .840 .840 .840 40.00 50 .00 60.00 5 .6881 4 .9541 4.4110 1 .670 1 .670 1.670 8 .05 7.01 6.24 S/N: D21201A06A8A Ash & Browne Engineering, Inc. PondPack Ver: 7.0 (325) Compute Time: 20:24:30 19312 9479 21025 9225 Qpeak < Qallow Date: 11-28 -2000 Type .... Pond Routing Cales (Total Out) Page 5.16 Name .... POND OUT Tag: 100-Yr Event: 100 yr File .... C:\HAESTAD\PROJECTS\1033\001\FINAL REPORT.PPW Storm ... e, b, d Tag: 100-Yr LEVEL POOL ROUTING CALCULATIONS HYG Dir = C:\HAESTAD\PROJECTS\1033\001\ Inflow HYG file = NONE STORED -POND IN 100-Yr Outflow HYG file = NONE STORED -POND OUT 100-Yr Time Inflow 2S/t -0 2S/t + 0 Infilt. Outflow Storage Elev. min cf s cf s cfs cf s cfs cu.ft ft -----------------------------------------------------------------------------.00 .00 .00 .00 .00 .00 0 274.00 2.00 1. 66 1.48 1.66 .00 .09 63 274.05 4.00 3.32 5.74 6.45 .00 .36 244 274.20 6.00 4.98 12.47 14.04 .00 .78 748 274.42 8.00 6.64 21. 79 24.09 .00 1.15 1376 274.68 10.00 8.30 33.64 36. 72 .00 1. 54 2111 274.97 12.00 8.30 46.55 50.24 .00 1. 85 2903 275.29 14.00 8.30 58.95 63.15 .00 2.10 3663 275.58 16.00 8.30 70.96 75.55 .00 2.29 4395 275.84 18.00 8.30 82.62 87.56 .00 2.47 5105 276.09 20.00 8. 30 93. 96 99.22 .00 2.63 5795 276. 34 22.00 8.30 104.90 110. 56 .00 2.83 6464 276.56 24.00 8.30 115. 23 121. 50 .00 3 .13 7102 276.77 26.00 8.30 125.00 131. 84 .00 3.42 7705 276.96 28.00 8.30 134. 32 141.60 .00 3.64 8278 277 .14 30.00 8.30 143. 22 150.92 .00 3.85 8824 277. 31 32.00 8. 30 151. 73 159.82 .00 4.04 9347 277.47 34.00 8.30 159.96 168.34 .00 4.19 9849 277. 61 36.00 8.30 167.92 176.56 .00 4.32 10334 277. 75 38.00 8.30 171. 39 184.52 .00 6.56 10677 277 .84 40.00 6.64 172.17 186.33 .00 7.08 10755 277. 86 42.00 4.98 171. 08 183.79 .00 6.36 10646 277. 83 44.00 3.32 169.19 179.38 .00 5.10 10457 277. 78 46.00 1. 66 165.60 174.17 .00 4.28 10193 277. 71 48.00 .00 158.92 167.27 .00 4.17 9786 277. 60 50.00 .00 150.88 158.92 .00 4.02 9294 277. 46 52.00 .00 143.18 150.88 .00 3.85 8822 277. 31 54.00 .00 135. 82 143.18 .00 3.68 8370 277 .16 56.00 .00 128.79 135. 82 .00 3.52 7938 277. 03 58.00 .00 122 .13 128.79 .00 3.33 7528 276.90 60.00 .00 115. 83 122 .13 .00 3.15 7139 276.78 62.00 .00 109.87 115.83 .00 2.98 6771 276.66 64.00 .00 104.25 109.87 .00 2.81 6424 276.55 66.00 .00 98.85 104.25 .00 2.70 6093 276.44 68.00 .00 93.61 98.85 .00 2.62 5774 276.33 70.00 .00 88.50 93.61 .00 2.55 5463 276.22 72. 00 .00 83.53 88.50 .00 2.48 5161 276 .11 74.00 .00 78.69 83.53 .00 2.42 4867 276.01 76.00 .00 74.01 78.69 .00 2.34 4581 275.91 78.00 .00 69.47 74.01 .00 2 .27 4304 275.81 80.00 .00 65.07 69.47 .00 2.20 4036 275.71 82.00 .00 60.81 65.07 .00 2 .13 3776 275.62 84.00 .00 56.68 60.81 .00 2.06 3525 275.53 S/N: D21201A06A8A Ash & Browne Engineering, Inc. PondPack Ver: 7.0 (325) Compute Time: 20:24:30 Date: 11-28-2000 Type .... Pond Routing Cales (Total Out) Page 5 .17 Name .... POND OUT Tag : 100 -Yr Event: 100 yr File .... C:\HAESTAD\PROJECTS\1033\001\FINAL REPORT .PPW Storm ... e, b, d Tag: 100-Yr LEVEL POOL ROUTING CALCULATIONS HYG Dir = C:\HAESTAD\PROJECTS\1033\001\ Inflow HYG file = NONE STORED -POND IN 100 -Yr Outflow HYG file = NONE STORED -POND OUT 100-Yr Time Inflow 2S/t -0 2S/t + 0 Infilt . Outflow Storage Elev. min cfs cfs cf s cf s cf s cu .ft ft ----------------------------------------------------------------------------- 86.00 .00 52 .71 56 .68 .00 1. 98 3282 275.44 88 .00 .00 48 .91 52 .71 .00 1. 90 3049 275.35 90.00 .00 45.28 48 .91 .00 1. 82 2826 275 .26 92 .00 .00 41.80 45 .28 .00 1. 74 2612 275 .17 94.00 .00 38 .47 41. 80 .00 1. 66 2408 275 . 09 96 .00 .00 35.29 38 .47 .00 1. 59 2213 275.01 98 .00 .00 32.29 35 .29 .00 1. 50 2027 274.94 100.00 .OD 29.48 32 .29 .00 1. 41 1853 274.87 102.00 .DO 26.84 29 .48 .OD 1. 32 1689 274 .80 104 .00 .00 24 .36 26 .84 .00 1. 24 1536 274 .74 106 .00 .00 22 .04 24 . 36 .00 1.16 1392 274 .68 108 .00 .DO 19.86 22 .04 .00 1. 09 1257 274 .63 110 . 00 .00 17 .82 19.86 .00 1. 02 1130 274. S8 112 . 00 .DO 15.90 17 .82 .00 .96 1011 274 .S3 114. 00 .00 14.13 lS .90 .00 .88 889 274 .48 116 . 00 .00 12.S6 14 .13 .00 .79 7SS 274.43 118 . 00 .OD 11.16 12.S6 .00 .70 637 274.38 120.00 .00 9 .92 11.16 .00 .62 S31 274.34 122 . 00 .00 8 .81 9 .92 .DO .SS 437 274.30 124 .00 .00 7.83 8 .81 .00 .49 3S4 274.27 126.00 .00 6 .96 7 .83 .00 .44 296 274 .24 128 .00 .OD 6 .19 6 .96 .00 .39 263 274 .21 130 . 00 .00 S .SO 6 .19 .00 .34 234 274 .19 132. 00 .00 4.89 s .so .00 .31 208 274 .17 134. 00 .00 4 .34 4 .89 .00 .27 18S 274 .lS 136 . 00 .00 3 .86 4 .34 .00 .24 164 274 . 13 138.00 .00 3.43 3 .86 .00 .21 146 274.12 140.00 .OD 3 .05 3 .43 .OD .19 130 274 .10 142 .00 .00 2.71 3 .05 .00 .17 11S 274 .09 144 .00 .00 2 .41 2 .71 .DO .15 102 274 .08 146 .00 .OD 2.14 2 .41 .00 .13 91 274.07 148 .00 .DO 1. 90 2 .14 .OD .12 81 274.06 150.00 .OD 1. 69 1. 90 .00 .11 72 274 .06 152 .00 .00 1. so 1. 69 .00 .09 64 274 .0S 1S4.00 .OD 1. 34 1. so .OD .08 S7 274 . OS 156 .00 .00 1.19 1. 34 .00 .07 so 274 .04 1S8 .00 .00 1. OS 1.19 .DO .07 4S 274.04 160 .00 .00 .94 1. OS .00 .06 40 274 .03 162 .00 .00 .83 .94 .00 .OS 3S 274 .03 164.00 .DO .74 .83 .DO .OS 31 274 .03 166 .00 .00 .66 . 74 .00 .04 28 274 .02 168 .00 .00 .58 .66 .00 .04 25 274 .02 170 .00 .00 .52 .58 .00 .03 22 274.02 S/N: D21201A06A8A Ash & Browne Engineering, Inc . PondPack Ver: 7 .0 (325) Compute Time: 20:24:30 Date: 11-28-2000 Type .... Pond Routing Cales (Total Out) Page 5 .18 Name .... POND OUT Tag : 100-Yr Event : 100 yr File .... C:\HAESTAD\PROJECTS\1033\001\FINAL REPORT .PPW Storm ... e , b, d Tag: 100-Yr LEVEL POOL ROUTING CALCULATIONS HYG Dir = C:\HAESTAD\PROJECTS\1033\001\ Inflow HYG file = NONE STORED -POND IN 100-Yr Outflow HYG file = NONE STORED -POND OUT 100-Yr Time Inflow 2S/t -0 2S/t + 0 Infilt . Outflow Storage Elev. min cfs cf s cfs cf s cfs cu .ft ft ----------------------------------------------------------------------------- 172 . 00 .00 .46 .52 .00 .03 20 274 .02 174 .00 .00 .41 .46 .00 .03 17 274 .01 176.00 .00 .36 .41 .00 . 02 16 274 .01 178 .00 .00 .32 .36 .00 .02 14 274 .01 180 .00 .00 .29 .32 .00 .02 12 274 .01 182 .00 .00 .26 .29 .00 .02 11 274 .01 184 .00 .00 .23 .26 .00 .01 10 274 .01 186 .00 .00 .20 .23 .00 .01 9 274.01 188 .00 .00 .18 .20 .00 .01 8 274 .01 190 .00 .00 .16 .18 .00 .01 7 274 .01 192 .00 .00 .14 .16 .00 .01 6 274 .00 194 .00 .00 .13 .14 .00 .01 5 274 .00 196 . 00 .00 .11 .13 .00 .01 5 274 .00 198 .00 .00 .10 .11 .00 .01 4 274.00 200 .00 .00 .09 .10 .00 .01 4 274 . 00 202 .00 .00 .08 .09 .00 .00 3 274 .00 204 .00 .00 .07 .08 .00 .00 3 274.00 206 .00 .00 .06 .07 .00 .00 3 274 .00 208 .00 .00 .06 .06 .00 .00 2 274 .00 210 .00 .00 .OS .06 .00 .00 2 274 .00 212.00 .00 .04 .05 .00 .00 2 274 .00 S/N : D21201A06A8A Ash & Browne Engineering , Inc. PondPack Ver : 7 .0 (325) Compute Time: 20:24:30 Date : 11-28 -2000 Type .... Executive Summary (Nodes) Name .... Watershed File .... C:\HAESTAD\PROJECTS\1033\001\FINAL REPORT .PPW Storm ... e, b, d Tag: 100-Yr NETWORK SUMMARY --NODES Page 1 .06 Event: 100 yr (Trun .= HYG Truncation: Blank=None: L=Left : R=Rt: LR=Left & Rt) DEFAULT Design Storm File.ID = Storm Tag Name = .0000 in 0 .00 min Data Type, File, ID = Total Rainfall Depth= Duration Multiplier = Resulting Duration = Resulting Start Time= .00 min Step= .00 min End= .00 min HYG Vol Qpeak Node ID Type cu . ft Trun . min ------------------------------------ AREA uAu AREA 18925 10.00 Outfall OUTLET JCT 18923 40 .00 POND IN POND 18925 10.00 POND OUT POND 18923 40 .00 S/N: D21201A06A8A Ash & Browne Engineering, Inc. PondPack Ver: 7 .0 (325) Compute Time: 20:24:30 Qpeak cfs -------- 8.30 7 .08 8.30 7 .08 Max WSEL ft 277 . 86 Date : 11-28-2000 Design Report for STOP AND STORE MINI-STORAGE CALCULATIONS #5 HEC-RAS DATA AND RESULTS November 2000 EXISTING CONDITIONS HEC-RAS CROSS SECTIONS, DATA AND RESULTS EXISTING CONDITIONS CRO SS SECTIONS 100-Yr River: Creek Reach:l Riv Sta: 1 Profile: 100-Yr E .G . Elev (ft 276.56 Elemen1 Left OB Channel Vel Head (ft 0 .75 Wt. n-Val. 0.070 0 .040 W .S. Elev (ft 275 .81 Reach Len. (ft Crit W .S . (ft 275 .81 Flow Area ( sa ft 180 .32 110 .34 E .G . Slope (ft/ft 0 .008002 Area (sa ft 180 .32 110 .34 Q Total (cfs 1277.02 Flow (cfs 335.68 902 .22 Top Width (ft 238 .60 Top Width (ft 185 .75 25 .00 Vel Total (ft/s 4 .07 Avg. Ve!. (ft/s 1.86 8 .18 Max Chi Doth (ft 7 .26 Hvdr. Depth (ft 0.97 4 .41 Conv . Total (cfs 14276 .0 Conv. (cfs 3752 .6 10086 .0 Length Wtd. (ft Wetted Per. (ft 185 .77 28 .59 Min Ch El (ft 268 .55 Shear (lb/SQ ft 0 .48 1.93 Alpha 2 .91 Stream Power 0 .90 15 .77 (lb/ft s Frctn Loss (ft' Cum Volume (acre-ft C &E Loss (ft Cum SA (acres 100-Yr River: Creek Reach:l Riv Sta: 2 Profile: 100-Yr E .G . Elev (ft 278 .46 Element Left OB Channel Vel Head (ft 0 .84 Wt. n-Val . 0 .070 0 .040 W.S . Elev (ft 277.62 Reach Len. (ft 203 .0( 199 .0( Crit W .S. (ft Flow Area (sq ft 172 .83 76.2 9 E .G . Slone (ft/ft 0 .011100 Area (SQ ft 172.83 76 .29 Q Total (cfs 1277.02 Flow (cfs 407 .29 726 .62 Top Width (ft 253 .77 Top Width (ft 159 .73 16 .80 Vel Total (ft/s 4 .01 Avg. Ve!. (ft/s 2.3~ 9 .52 Max Chi Dpth (ft 5 .52 Hydr. Dep th (ft 1.08 4 .54 Conv . Total (cfs 12121.0 Conv. (cfs 3865 .8 6896 .8 Length Wtd (ft 199 .81 Wetted Per. (ft 159 .77 20 .09 Min Ch El (ft 272 .10 Shear (lb/sq ft 0 .75 2 .63 Alpha 3.34 Stream Power 1.77 25 .06 (lb/ft s ' Frctn Loss (ft; 1.87 Cum Volume 0 .82 0 .43 (acre-ft C & E Loss (ft' 0 .03 Cum SA (acres' 0 .81 0.10 Ri!!ht OE 0 .07 23 .2 23 .2, 39 .1~ 27.8' 1.6~ 0 .8'1 437 .~ 27.9 ~ 0 .4 ~ 0 .7( Ri!!ht OE 0 .07( 194 .0( 69 .0C 69 .0C 143 .11 77.24 2 .0· 0 .8S 1358 .~ 77.2l 0.6 ~ 1.2~ 0 .21 0.2 ~ g c: 0 ; ro > Q) jjj 280 1033001 -Marek Bros Exisitng 103301 -100 Yr Event Flow: 1033001 -Flow Data Section "B" -West Property Line RS = 1 . : • .. : ,07. _; : .. -.~(T .0.7 :c: ;· •L S~T i-----L_e_g_en_d _ _. 278 _· ·---------··----·--···--------.---·-· -.--.--·--·-·-. --··-··. ------ -!"" .... ,. ·: .. WS 100-Yr --1----•• --'· --~ --------+-----------,--· -, .. ----Crit 100-Yr G round 274 • Bank Sta i.. _. -•• 1' • ., •.••• ' • • ··'-·· p .... ' • ·-' • --•• 272 ·--· . .. -----· ··---------------------···--· .. ----· -·--····-:·r-----------·----. ·-·--.--.-.. -----------· • • . I· • • • • . • . :.. ..J • ~· • • • ... ' ... · --l .. _, ·: --~ . :·· -; -: -• -· -• r ·• • • ·• • --~ - -··,-• ·• -- -- -.-·1 270 --··. ·-·---.--·-·····---------·-----r---~---·-. --~--, ........ --.. ,.... .. _,.....----,---..---··-·. --.-----• .. - -- . -·.· -~ .• ~ ------'i .. ; -·. --..: -· f. • - '----: - - -... --:· ---;·--i ------... ·i '• ;· • • ., • • i • . ·,· . ··i ' .• l " '• )· • " ·;· ' I • ·,· ' '• •" " • .. ·--· ... , ·-"·· ~==·~-----·.: ~--~---_., -~---···-· ~-~-~----'-. ---··- 268 -+--r---r-r----r--r-..--.----.---...-----.-.----.----,-,-r--.---.--,-,.--,.---.---r-..--.----. 0 278 100 200 300 400 500 Station (ft) 1033001 -Marek Bros Exisitng 103301 -100 Yr Event Flow: 1033001 -Flow Data Section "A" -East Property Line RS= 2 ---_____ u ____ .07_ ·---•u •••-_>_[ .J ~------,-·07 ______ ~L o Legend ' :--4 -. ---· -·-... --. ~ -. -. -., -... ( - - --. --. -. -· -· ··-·-·· --· --------·-·. -'·--··· .. -·-·--"· ····! . ·-·-·--···-· ·.-------··-··-----~------·-------·-·--:· ··---· ·-· ·--·---···---· ~---· ... : . -----------. ------··---~------·; WS 100-Yr = Ground • c: 0 ~ 276 --.. -··----· -l Bank Sta ·····-:---·-··-···.~--~ ·1 · -·;-·-·----· > Q) jjj 274 . ·------- .. ' . ! 272 -+---r---,.-~.----.---.---..-~.----r----.___,_~~--r--r----r~~ 0 50 100 150 200 250 300 350 400 Station (ft) §: c: .Q 1 w 1033001 -Marek Bros Exisitng 103301 -100 Yr Event Flow : 1CX33:X)1 -Flow Data 278 k-------------------------1 , , , . ~--L-eg_e_n_d-~ ~~~~-·----~~: WS 100-Yr Crit 100-Yr , i 1 .__ __ G_r_o_u_nd __ _, 1 -I --1 276 --. : ' 274 . .: ; 272 \_ 270 258+--~-__;.--r---~-~---r--r---~-~---.---r---~-~-__;.--r----.--~---,.---,----i 0 50 100 150 200 Main Channel Distance (ft) EXISTING CONDITIONS SUMMARY TABLE RAS Plan : 100-Y r River : Creek Reach : 1 Reach River Sta Q Total Min Ch El W .S. Elev Crit W.S . E .G. Elev E .G. Slope Vel Chnl Flow Area Top Width Froude # Chl (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) <sa ft) (ft) 1 1 1277.02 268.55 275.81 275 .81 276.56 0 .008002 8 .18 313.93 238 .60 0.69 1 2 1277.02 272 .10 277 .62 278 .46 0 .011100 9 .52 318 .12 253 .77 0 .79 PROPOSED CONDITIONS HEC-RAS CROSS SECTIONS, DATA AND RESULTS E .G . Elev (ft Ve! Head (ft W .S . Elev (ft Crit W .S . (ft E .G . Slope (ft/ft Q Total (cfs Top W idth (ft Ve! Total (ft/s Max Chl Dpth (ft Conv. Total (cfs Length Wtd (ft Min Ch El (ft Alpha Frctn Loss (ft) C & E Loss (ft E .G . Elev (ft ' Ve! Head (ft W .S . Elev (ft Crit W .S . (ft E .G . Slope (ft/ft Q Total (cfs Top Width (ft' Ve! Total (ft/s Max Chl Dpth (ft' Conv. Total (cfs Length Wtd. (ft Min Ch El (ft Alpha Frctn Loss (ft C & E Loss <ft PROPOSED CONDITIONS CROSS SECTIONS 100-Yr River: Creek Reach:l Riv Sta: 1 Profile: 100-Yr 276 .53 Elemen1 Left OE Channel 0 .74 Wt. n-Val. 0 .070 0 .040 275 .7S Reach Len. (ft 275 .7S Flow Area (sa ft 176.28 109 .79 0.007989 Area (sq ft 176 .28 109.7( 1277.02 Flow (cfs 324.76 894.05 236.58 Top Width (ft 184.21 25 .00 4 .05 Avg. Ve!. (ft/s 1.84 8 .14 7 .24 Hydr. Depth (ft 0 .96 4 .39 14287.'i Conv. (cfs 3633 .5 10002 .9 Wetted Per. (ft 184.23 28.59 268.55 Shear (lb/sq ft 0 .48 1.92 2 .90 Stream Powe1 0 .88 15 .60 (lb/ft s Cum Volume (acre-ft Cum SA (acres 100-Yr River: Creek Reach:l Riv Sta: 2 Profile: 100-Yr 278.62 Element Left OB Channe 1.03 Wt. n-Val . 0 .070 0 .040 277.59 Reach Len. (ft' 203 .00 199.00 Flow Area (sq ft 168 .14 75.43 0 .013006 Area (sa ft 168 .14 75 .43 1277.02 Flow (cfs 426 .13 773 .77 198 .33 Top Width (ft' 156 .93 16 .70 4 .6~ Avg. Ve!. (ft/s 2 .53 10 .26 5.49 Hydr. Depth (ft l.O'i 4 .52 11197.6 Conv. (cfs 3736.5 6784.8 199 .91 Wetted Per. (ft 156 .9? 20.02 272 .10 Shear (lb/sa ft 0 .8? 3 .06 3 .02 Stream Power 2 .20 31.38 (lb/ft s 2 .00 Cum Volume 0 .80 0.42 (acre-ft O.OS Cum SA (acres 0 .7C O.H Right Of 0 .07( 29 .34 29 .34 58.21 27.3 i 1.9~ 1.0i 651.3 27.44 0 .5 3 1.0~ Right OE 0 .07( 194 .0( 29.0t 29 .0 t 77 .1 ~ 24 .7( 2 .6 : 1.H 676 .~ 25 .3 ~ 0 .9 : 2.4~ 0 .1 ~ 0 .12 1033001 -Marek Bros Proposed 103301 -100 Yr Event Flow: 1033001 -Flow Data Section "B" RS = 1 280 --· --;· -:· -:-·~·-::-.-.~---· ·-·,~7_·:·::: .. ·:·:-··------· --·--··-,--.~<;0~~~~-:· :·:=-==--· ~---~ Legend .-·-, -····•,I -• • 1...' ••;--:········ -~---~~ 1--------l 278 -.·--~---· ---· -·--· -· .... ·-- • t ,. -' -• --.·--WS 100-Yr ..... -•. ·r-·-·. -··-'·····. ·-~ -~--~--~ ~-_; ~~ '-'·. --------+--------g 276 ·-. --·----~-. - . --··-i···,· -.... : .. i ... , ----.:· -~~:_: ...... _:..·_:.-.:-1 Crit 100-Yr c: 0 :;::; C'O > Q.) i1i 2 -c: 0 :;::; co > Q.) i1i Ground • Bank Sta •••• _, ··--·-....... -• J ••• ----.-••. -. ·• •• ···-•• •. • :· .: .. : •; -'· 1 ·· .; . • ' . •! '·{ •. ~ •' ' . • • .' •• • • . •·:. • I. ;, • ~ • • •• ,. • -• .!. •'• •' .. ·• • -" 270 .: ::=-~:: :.··:-~ '.~:~~~---;~:;~=~--:-:-·'.-~-(~~~L::-~=~= -:~<·ti .. ~-·:·::;.:.:-:·:~ . ---·--·---------~.:·:,:·;_-.. -----j-.; _ _, -,,_, ___ , -. 268 -+-r-,-,.-.--r--r-..-.-...-..-~~--,.-,r--r-..-.-...-r-~-r-T--,.-,r--r-..-.-~-.---.--, 280 278 276 274 0 50 100 150 200 250 300 350 Station (ft) 1033001 -Marek Bros Proposed 103301 -100 Yr Event Flow: 1033001 -Flow Data Section "A" RS= 2 . ,~--··:_---~-:----:07~--~---.· ·:--~, ··.:-· ,~·:·:~-...... !L "t)~·~'7>.1 --:---·-:-: ~, ~L_e_g-en-d~ ···---.·-···--·-··· ····---·· --....... , .... 4 -~--~-:--:-----~-·' -·1 ----•• ---•• , •• -• --•. ! - ·.·-·· '· · -··r·· ··• •... , --i WS 100-Yr r---=-,........,...-'-,........,...-'--~~~--~~'-,i ~ ! Ground • · -· --· · ----· Bank Sta .. t __ : .... ---····--·-·-· .__ ___ __, -. --.· .. -~ -. --._ -:. ~ . -.. -_· __ . -·'· . ' ·:· ·1··· - . ----------··--·--·-.. -------~--------· ... --... -···--------···· --····-····--,-----------------... ---------:-· __ .. ;.. ..... · ...... ;.. . ' . ----· .. --. ---- 212 ............. ~~~~~~~~~~~~~..-..~~~~ 0 50 100 150 Station (ft) 200 250 300 g c 0 ~ iii 1033001 -Marek Bros Proposed 103301 -100 Yr Event Flow : 1CX3DJ1 -Flow Data 278 1<-~~~~~~~~~~~~~~~~~~~~~~~~-1 _L .. 274 . . i i. 272 .; 270 ·, Legend WS 100-Yr --------+-------- Crit 100-Yr Ground :-· . :· 268 +--~-.--~--.~~~~-.--~~.--~~~-.--~~~~~~-+~~~~~~--.~~-.--~-.--~--.~~-.--~-.--~--.~~ 0 50 100 150 200 Ma in Channel Distance (ft) PROPOSED CONDITIONS SUMMARY TABLE RAS Plan: 100-Yr River: Creek Reach: 1 Reach River Sta QTotal Min Ch El W .S . Elev Crit W .S. E .G . Elev E .G. Slope Vel Chnl Flow Area Top Width Froude # Chi (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) <sa ft) (ft) 1 1 1277.02 268.55 275.79 275 .79 276.53 0 .007989 8 .14 315.42 236 .58 0 .68 1 2 1277 .02 272 .10 277.59 278 .62 0 .013006 10 .26 272.63 198 .33 0 .85 Design Report for November 2000 STOP AND STORE MINI-STORAGE ATTACHMENTS Refer to the set of construction drawings provided with this report WATER SYSTEM/FIRE FLOW ANALYSIS Design Report for November 2000 STOP AND STORE MINI-STORAGE FIRE FLOW REQUIREMENTS Fire Flow Calculations The fire flow requirements for this development is based on the Insurance Service Office formula: Q = I8(C)(A)O .S where: Q =Required Fire Flow (g.p.m .) C = Coefficient for Construction Type (0.8 for non-combustible construction) A = Floor Area (12 ,728 s .f) The proposed mini-storage facility will be constructed primarily of non-combustible materials (i.e. metal panels, metal studs, etc.) Therefore, the coefficient for construction type was taken as 0 .8 . The area used in the equation is the total area of the largest storage area up to the fire wall (i .e . 12,728 s.f). With this information, the base fire flow was determined . The base fire flow was then increased or decreased based on the fire hazard risk and proximity to adjacent buildings and property lines . The required fire flow was then calculated to be 1,750 g .p .m. Refer to Calculations for the fire flow requirements . HYDRAULIC CALCULATIONS BASED ON REQUIRED FIRE FLOW Pipe Flow Calculations Pipe flow velocities are based on the following equation: Q V=- A where: V =Velocity (fp.s.) Q =Flow Rate (c.fs.) A = Cross-sectional Area of the Pipe (s .f) The required fire flow will be split between two fire hydrants, the hydrant located at the northwest property corner and the new hydrant to be installed as part of the development at the south end of the property. The 8 "0 waterline located in the front of the property crosses under Highway 3 0 and taps the 12 "0 waterline (on Section 2 -1 Design Report for November 2000 STOP AND STORE MINI-STORAGE the north side of Highway 30) approximately 450' to the north. Therefore, all of the fire flow must travel through the 8 11 0 waterline and then the flow will split, half going to the hydrant located at the front of the property and half to the hydrant located at the rear of the property . The velocities for the fire flow are found in the following table: Table #1 Pipe Flow Pipe Diameter Flow Rate Velocity (in .) (gpm) (fps) 8 1,750 11.17 6 875 9 .93 The fire flow velocities in the 811 0 and 6 11 0 waterlines will not exceed the 12 f p.s . Pressure Calculations Pressure calculations are based on the Hazen-Williams formula : 4.589 ( Q) I.SS hr = d4.s7 (L) C where: hr = Pressure Loss (psi) d =Diameter of Pipe (in.) L = Lenght of Pipe (ft.) Q =Flow Rate (g .p .m .) C =Roughness Coefficient (130) The initial pressure is based on a flow test report provided by the City of College Station Public Utilities Department. Refer to Attachments for the flow test report . Based on this information and interpolation, the pressure used for the analysis is 65 p .s.i . at the connection of the 8 11 0 waterline to the 12 11 0 waterline . The following table show the pressure drop that will occur during the fire flow . Section 2 -2 Design Report for STOP AND STORE MINI-STORAGE Pipe Section Description From 12 11 0 line to 6 11 0 waterline to be install as part of this development. 6" 0 fire line to fire hydrant in rear of lot. Notes : Distance (ft) ±600 ±400 Table #2 Pressure Loss Pipe Diameter Flo (in .) (g 8 1 6 November 2000 wRate Pressure Final Pressure at .p .m.) Loss End of Section (p .s.i .) (p .s.i .) ' 775t 13 .87 51.13 875 10.14 40.99 r Fire Flow Rate (1 ,750 g .p .m .) plus an assumed meter demand of20 meters at 1.5 g .p .m./meter (TNRCC Requirement) Based on these calculations, the minimum pressure will be 40 p .s.i . at the fire hydrant at the end of the development. CONCLUSION Compliance with City and TNRCC Requirements From the information that is presented in this report, we have shown that the water system will be capable of providing the required fire flow and average daily meter demand as required by the City 's and TNRCC's requirements. Section 2 - 3 Design Report for November 2000 STOP AND STORE MINI-STORAGE CALCULATIONS FIRE FLOW REQUIREMENTS Stop and Store Mini-Storage ABEi No. 1033001 October 2000 Building Size: 12. 728 s.f. Formula for calculating required flow: Therefore; F = 18(C)(A)0 ·5 where : F = Required Flow (g .p .m .) C = Coefficient related to type of construction (Ordinary Construction) A = Building Area c A Required Flow (sf) (g .p.m .) 0 .8 12,728 1,625 Round to nearest 250 g.p.m., therefore ; Rounded Flow Required : 1 ,500 g.p.m. Flow Rate Factors : Factor Increase/ Decrease Occupancy Reduction: -25o/o Automatic Sprinkler Reduction : 0°/o Total Reduction: -25°/o Adjusted Flow Required : Adjusted Flow Required: 1 , 125 g .p .m . Separation Factors : Side of Description Distance Increase Building North Highway 30 151'+ 00/o East Building 25' 20% South Building O' 25o/o West Building Line to Building Line 15' 20% TOTAL: 65% Total increase due to separation distances: 1 ,856 g.p.m. Round to nearest 250 g.p .m.; therefore, required fire flow for the new fire hydrant is: REQUIRED FIRE FLOW= 1.750 g.p.m. Design Report for November 2000 STOP AND STORE MINI-STORAGE ATTACHMENTS G-011 Flow Test Report Date __._I-'-\_--~----'q--'8 __ Time _:.........! 0_'_, lj_O ___ ~-P.M. Test made by: Location: Purpose of test : Representative : Witness: Flow hydrant number. Q, -0 11 Nozzle size : ~ . 5 0 ~--------__ .;..__ __ ~ Pilot reading : -~ca_,;;;o ___ G.P.M. = 11 Yo Static hydrant number : C':, -0 '3 5 Static : Cf (o P.S.I. Residual: _f...;....b.=..-_P.S.I. Remar1cs : \)::5:)-:-t:: 58 7~ lo ~Ill~ '1/i> i5 . ;1; 'lr L-a,,;f /N !rod o/ ;:IP /?'M>e'/,V: Ji j~tc ft/f J /l ~{({~ e4J? /cl ~ f ~cw, t/j / d ~ <-&.Jf'. ,. '~~· . ··; . 76'!-5/~g . , ·-· .. ; ~ ·. .,. . . . ...... -. ··-. ·, ·. ·. ~-.--... , .. ,:,:· ~ . :><'.·::·~ ... ' . : '.:~· -~ ·. : . -. . - -0 "' ;,, ":- ,..: ~ "' < ;,, u Ill .,,,. o 1 a• 20' 30• 40• 50, ,______, L-- 1/ HORIZONTAL SCAl.£ 1 • -30• 288 -~--·--·· ... -; ----··· 288 284 284 280 276 2 76 2 7 2 -- 2 68 O+ 00 ' ·':71 l'1 e C i!y Englfll300rior to const ruc!ir:;:i. • --,---+---+---.-I=-----! 2+00 3+00 /lSlll!tBR,,?,!:ll~G~rtG,ll'IC. (c') COPYRI .....------1 P.O. Box 108J8,Co llcge Staiit ioo,Ta.u77842 GHT 2003. ASH & BROVYNE ENGINEERING, INC. I 03300 1 008 01 9794 ~91 ' """'~"' ,~,.........,,. -,,t' ;y (} I / --·--/ / I -- \ I & PROFILE 288 284 --r-: t---+ i------l-· ---1---J_ =t== . I t -+ --1--; -·-I--·-·•' . . -·· •. I ·-· --- -_L , ------<-.. -i,..... 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En gmocrs md Consultmb 2+00 RIGHT 2003. ASH & BROVYtiE ENGINEERING , INC. 103300 1 008 0 1 P .O. Box 10838, Colkge Station, Texas 77842 979-846-{)9 14 sn-245-4839 Fu: 979-846-89 14 284 280 276 I ,~~v------'-\ __,____,.-t---r-----r-~ - ill ~\ REVI ED FOR STA. o+oo \ [ r-o· ~.L (TYP .) COM~LIAN~ \ \ FEB \ 1 2003 L)'.\ \ clx.u:GE \STATION ; \ ENGINEE-1 ING _J \ \ \ \ \ \ \ BEGIN PROPOSED s·-WATER LINE TO SOUlH . (1) a· x s· TAPPING SLEEVE AND VALVE 324 L.F CL -, ' ·.~:;, t;1 e C ity Engt~OOrior to const ruc!ic :i. c ( ASll lit BROWNE El'VGIJ'VEERIJ'VG, Il'VC. Engineers and Consultants P.O. Box 10838, College Station, Texas 77842 979-694-2123 877-245-4839 Fax: 979-694-3694 TO: Phone: Spencer Thompson , E. I. T. Graduate Engineer City of College Station P.O. Box 9960 College Station, Texas 77842 DATE: RE: TRANSMITIAL LETTER February 11 , 2003 Stop and Store Mini-Storage Fax: 979-764-3570 ABEi No.: 1033001 979-764-3496 ATTACH . DESCRIPTION 1 Revised Easement Metes and Bounds Description 1 Revised Water Line Drawing THESE ARE BEING SENT: o At your request o For your signature o For your information o For further action as noted ,x(Per our conversation o Per contract o For your approval o For review and comment o For your use o For _________ _ o At request of ______ _ o Original will follow by mail REMARKS: If you have any questions, please call. \\Abei#6\0FFICE\Projects\1033 . Marek Brothers Construction , lnc\001 ·Mini.storage Warehouses\Letters\COCS • Tho mpson03 -Tletter.wpd A boundary description for an easement covering the water line and fire hydrant in the Pat and Joe Marek Mini-Storage Project at 3820 Harvey Road . Beginning at a point , said point being the Northwest comer of Lot 1 Block 1 of the Jordan Subdivision in the City of College Station, Texas, said point also lying in the Southeast R.O .W . line of State Highway 30 (Harvey Road), said point also being the Point of Beginning; Thence N 45° 03' 43" Ea distance of 15 .00 feet along the Northwest property line of Lot 1 Block 1 of the Jordan Subdivision, same being the Southeast R.O .W . line of State Highway 30 ; Thence S 44 ° 53 ' 55" E along a line , said line being parallel to and 15 .00 feet northeast of the southwest line of Lot 1 Block 1, a distance of 89 .58 feet to a point for comer and an angle to the right ; Thence N 45 ° 06' 05" Ea distance of7.00 feet to a point for comer; Thence S 44 ° 5 3' 5 5" E a distance of 10 . 00 feet to a point for comer; Thence S 45° 06' 05" W a distance of 7 .00 feet to a point for comer; Thence S 44 ° 53' 5 5" E along a line, said line being parallel to and 15 . 00 feet northeast of the southwest line of Lot 1Block1 , a distance of206.27 feet to a point for comer and an angle to the right ; Thence N 45 ° 06' 05" Ea distance of20.04 feet to a point for comer; Thence S 44 ° 53' 55" Ea distance of 10 .00 feet to a point for comer; s w Thence °N.45° 06' 05" R a distance of 35 .04 feet to a point for comer, said point lying on the southwest property line of Lot 1, Block 1, of the Jordan Subdivision; Thence N 44 ° 53 ' 55" W a distance of315 .84 feet along the southwest property line ofLot 1, Block 1, of the Jordan Subdivision to the Point ofBeginning, containing approximately 5,008 .1 sq . ft., more or less .