Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
44 Summit Crossing Ph 2B Detention Facility DP 14 178
1 Purchase Order No. 120208 Above number must a ppear 11 01 Texas Avenue P 0 Box 9960 on a ll correspond ence College Station, Texas 77842 -0960 (9 7 9) 76 4-3555 Fax : (979) 764 -3899 www.cstx.gov 47765 V PH I LLIPS IV , WALLACE S E 3D DEVELOPMENT N 4490 CASTLEGATE DR Da t e 11/16/11 S CITY OF COLLEGE STATION H CITY HALL I DEVELOPMENT SERVICES P 1101 TEXAS AVENUE D CO LLEGE STATION, TX 77845 0 R T COLLEGE STATION, TX 77840 0 DELIVER BY I ·F .O .B. I TERMS I ACCOUNT NO I PROJECT NO. 02/29/12 I .DESTIN I NET/30 I 21291119735502 I WTWOC LINE QUANTI TY UOM DESCRIPTION 1 1.00 EA OVERS I ZE WATERLINE PARTICIPATION FOR APPROXIMATELY 2113 FEET OF 12-INCH WATERLINE TO BE LOCATED ALONG WS PH I LLIPS AND TO DDINGTON. REMARKS : Prices, Terms, Conditions and Specifications of contract number 11-249 shall apply to this purchase order. Approved by City Council on 04-28-11 2e NO T I CE T O VEND.O R : To insure pro~pt payment mai l invoice in dup lica te and copy of p a id freight bill to be included if mvo iemg for prepaid fre ight. Mali mvoiee to Attn: Accounting Department, P. 0 . Box 9973 , College Sta t ion Texas 77842-0973. The City of Co ll ege Station is exempt from Federal , State, and Local taxes . Federal No . 1s 1-74-6000534-5. REO. NO. UNIT COST 29730.0000 I GRAND TO TAL BID NO EXTENS I ON 29730.00 29730.00 PURCHASING AGENT Phillips Engineering Providing Civi l Engineering Services to College Station, Bryan and Surrounding Communities 449 0 Ca stlegate Dri ve, Co ll ege Station, Texas 77845 (979) 690-3141 November 11, 2011 Josh Norton Development Services City of College Station P.O. Box 9960 College Station, Texas 77842 RE: REQUEST FOR REIMBURSEMENT OF OVERSIZE PARTICIPATION EXPENDITURES CASTLEGATE II SUBDIVISION, SECTION 200 Dear Josh : On behalf of the developer, 3-D Development, LLC, I wish to make formal request for reimbursement of the expenditures associated with the oversizing of the 12" water line in Castlegate II Subdivision, Section 200. This reimbursement request is associated with the Oversize Participation Agreement between 3-D Development, LLC and The City of College Station dated May 18, 2011 . The actual cost incurred for oversizing the water line from an 8" line to a 12" line is as follows: Construction Costs Performance & Payment Bond TOTAL $ 21,481 6,000 $ 27,481 The construction costs are more fully described on Exhibit A attached to this letter. As the Design Engineer responsible for this project, I hereby certify that these figures are an accurate reflection of the actual costs incurred for this work. To the best of my knowledge, all construction has been completed and all punchlist items finalized on the project. A Letter of Completion has been submitted and we are presently awaiting the Letter of Acceptance from the City. I ask that this request be processed as quickly as possible and the reimbursement forwarded to 3-D Development, LLC. Thank you. THE STATE OF TEXAS COUNTY OF BRAZOS ) ) ) AFFIDAVIT OF BILLS PAID Before me, the undersigned authority, personally appeared Wallace Phillips, IV ("Affiant"), of 3-D Development, LLC ("Contractor"), who being first duly sworn, deposed -and state the following: "My name is Wallace Phillips, IV. I am over 18 years of age, and of sound mind , capable of making this affidavit, and personally acquainted with the facts stated in it, which facts are true and correct. Pursuant to that certain City Participation Agreement, dated as of May 18, 2011 (the "Contract") by and between the City of College Station, Texas , and 3-D Development, LLC, Contractor furnished labor and materials to construct a 12" Water Main on the real property known as Castlegate II Subdivision, Section 200 (more particularly described in the Contract) the "Project". To the extent that the Contractor constructed or contracted for the construction of such 12" Water Main, Contractor has paid each of its sub- contractors, laborers and materialmen in full (except for statutory retainage) for all labor and/or materials provided to Contractor on the Project. To the best of Affiant 's knowledge, Contractor has not received notice of any claims pending against the Project in connection with the 12" Water Main described in the Contract. Further, Affiant saith not. Executed the _/~L/_1_A _day of November, 2011. AFFIANT : tJ~ ~:l?"-5 Pnnted Name:ttkLtC; A;/ l·p 1iZ-~ SUBSCRIBED AND SWORN TO before me on this i l.f t k day of November, 2011. ,,,,1111,, .:-t\•~m:~,,, BEN TYLER WILSON f•:I·n Notary Public. State of Texas ~.::,-,~.::;.f My Commission Expires ~,1tf.~.!.1~''"' July 2 7, 2013 Notary Public, State of Texas It em No. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 2 1 22 23 24 25 26 27 28 29 30 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 Exhibit A CASTLEGATE II SUBDIVISION, SECTION 200 SUMMARY OF OVERSIZE PARTICIPATION COSTS -POST CONSTRUCTION November 9, 2011 Description Unit Unit Price wt s t a er •YS em w /12" lin es 12 " Water PVC CL200 (C900), CL200 Structural Backfill 659 LF 15 .20 12" Water PVC CL200 (C900), CL200 Non-Structural Backfi ll 1,454 LF 15 .20 8" Water PVC CL200 (C900), CL200, Structural Backfill 309 LF 6.80 8" Water PVC CL200 (C900), CL200 Non-Structural Backfill 1,038 LF 6.80 6" Water PVC CL200 (C900), CL200, Structural Backfill 45 LF 4.10 6" Water PVC CL200 (C900), CL200 Non-S tructural Backfill 862 LF 4 .10 20" Steel Casing Pipe, w/casing spacers and end cap s 70 LF 90 .00 14" Steel Casing Pipe, w/casing spac ers and end caps 110 LF 75 .00 Fire Hydrant Assembly (incl. 12"x6" tee, valve, bend & hydrant) 2 EA 2,057.00 Fire Hydrant Assembly (incl. 6"x6" tee, va lve, bend & hydrant) 1 EA 2,020.00 Connect to existing water line 2 EA 500.00 12 " X 12" M.J . Cross 1 EA 238 .00 12" X 8" M .J . Cross 1 EA 131.00 8" X 6" M.J. Cross 1 EA 83.00 12" X 12" Tee 1 EA 193.00 8" X 8" Tee 1 EA 100.00 12" M.J. Gate Valve 3 EA 1,215 .00 8" M .J . Gate Valve 6 EA 658.00 6" M.J. Gate V alve 3 EA 414.00 12 " X 45° M.J . Bend 6 EA 115 .00 8" X 45° M.J . Bend 7 EA 54 .00 8" X 22.5° M.J . Bend 2 EA 53 .00 12"x 8" M.J . Reducer 2 EA 65.00 8"x 6" M .J . Reducer l EA 65 .00 4" BlowoffValve 3 EA 623 .00 2" BlowoffValve 3 EA 510 .00 l" Water Service,< 15 ft (avg length= 3 ft) 2 EA 600.00 l" Water Service,> 15 ft (avg length= 47 ft) 5 EA 1,100 .00 1.5" Water Service,< 15 ft (avg len gt h = 3 ft) II EA 650.00 1.5'' Water Service,> 15 ft (avg length = 47 ft) 9 EA 1,250 .00 Water System w/ 12" lines wt s t a er oys em w 18" Ii n es 8" Water PVC CL200 (C900), CL200, Structural Backfill 968 LF 6.80 8" Water PVC CL200 (C900), CL200 Non-Structural Backfill 2,492 LF 6 .80 6" Water PVC CL200 (C900), CL200, Structural Backfill 45 LF 4.10 6" Water PVC CL200 (C900), CL200 Non-S tructural Backfill 862 LF 4.10 14 " Steel Casing Pipe, w/casing spacers and end caps 180 LF 75 .00 Fire H ydrant Assembly (inc l. 8"x6" tee, va lve, bend & hydrant) 2 EA 2,040.00 Fire Hydrant Assembly (incl. 6"x6" tee, va lve, bend & hydrant) I EA 2,020.00 Connect to existing water line 2 EA 500.00 8" X 8" M.J . Cross 2 EA 95.00 8" X 6" M.J. Cross 1 EA 83 .00 8" X 8" Tee 2 EA 100.00 8" M.J. Gate Valve 9 EA 658.00 6" M .J . Gate Valve 3 EA 414.00 8 " X 45 ° M .J . Bend 13 EA 54.00 8" X 22.5° M .J. Bend 2 EA 53 .00 12 "x 8" M.J. Reducer 2 EA 65.00 8"x 6" M.J . Reducer 1 EA 65.00 2" Blowoff Valve 6 EA 510.00 l" Water Service,< 15 ft (avg length = 3 ft) 2 EA 600 .00 l" Water Service,> 15 ft (avg len gth= 47 ft) 5 EA 1,100.00 1.5'' Water Servic e,< 15 ft (avg length = 3 ft) 11 EA 650.00 1.5 " Water Service,> 15 ft (avg length = 47 ft) 9 EA 1,250.00 Water System w/8" Jines Oversize Participation Estimate Total 10,017 22,101 2,101 7,058 185 3,534 6,30 0 8,25 0 4,114 2,020 1,000 238 131 83 193 100 3 ,645 3,948 1,242 690 378 106 130 65 1,869 1,530 1,200 5,500 7,150 11 ,250 $106,12 8 6,582 16,946 185 3,534 13,500 4,080 2,020 1,000 190 83 200 5,922 1,242 702 106 130 65 3,060 1,200 5,500 7,150 11 ,250 $8 4 ,64 7 $2 1,48 1 e Civil Constructors In c. 1707 Graham Road • College Station, TX 77845 (979) 690-7711 • Fax: (979) 690-9797 B J CC999 11 INVOICE NO. 73 1 I 3-D DEVELOPMENT L 4490 CASTLEGATE DRIVE 0 CCI MISC JOB YR 2011 B L COLLEGE STATION TX 77845 T 0 QUANTITY D E S C R I P T I 0 N N 0 ATTENTION: WALLACE PHILLIPS BONDS FOR CASTLEGATE PHASE II SECT 200 -WATER SYSTEM CONTRACT NO. UNI'l' EXTENDED PRICE PRICE ·6,000.00 GROSS RETAINAGE TAX NET AMOUNT FINANCE CHARGE of i:~fi~fe~gst (per month) wiO ~~.added to all lnvofc~~ over 30 day£' O O O · O 0 .L.VJ.U ,..,,tllL ..p..a...a..;~JV.-t..&.. 3-D O~LOPMENT t.v&.i::C~f::J:.:.~'i1 .. , J/ ..LI-/ LV..L-l.. J.059., ~.:= .Jll.19.QQl) ___ j .:.Y~~~.-~«;..e£1.J.ll.\HaQt.t~..tn1L-.... ---·--·· .. ·---·-· --··-··-·-. ····---··--·---· ·-·-·-·-· $ ··o .~>0 .. 00 j .-l!..h\. n!O"'""" '"" o01100::.·::····-,···········:·:.::·::·.:-::::.:::·::::::.::-:::::::.::::.:.:::;.::.:::::'.:=·::::::=::::.:.:.·=...._oot':Af'• j. CM) Cu1t'•Wvct6ra, Inc 1707 tlfa'h•rn Rd 6l College Oloilun. ·TX 770<0 _.id ~ . ···---~-~-· ---~~-=-~~~~~~~==-J W-OOLOSq•• 1:J..L:lll S '1.<1!1•: 7lJ'.lOO :l00~3il311• MCMQ --:I -··--·' ; -----·---·-------- sac Page 1 of 1 Josh Norton -OP Reimbursement Information From: "Kent Laza" <klaza@phillipsengineeringbcs.com> To: '"Josh Norton"' <Jnorton@cstx.gov> Date: 11/17/201111:31 AM Subject: OP Reimbursement Information Attachments: Copy oflnvoice from CCI for Bonds.pdf Josh, Attached is a copy of the invoice and the cancelled check for the Performance and Payment Bonds that Dusty secured from Civil Constructors Inc (Texcon) related to the over sizing of the water system in Castlegate II. Let me know if you need anything else. Thanks. Kent M. Laza, P.E., Manager Phillips Engineering PROVIDING CIVIL ENGINEERING SERVICES TO COLLEGE STATION, BRYAN AND SURROUNDING COMMUNITIES 4490 Castlegate Drive College Station, Texas 77845 (979) 690-3141 office (979) 220-1957 cell (979) 690-1041/ax klaza@phillipsengineeringbcs .com file://C:\Docwnents and Settings~norton\Local Settings\Temp\XPgrpwise\4EC4F088City... 11117/2011 ROUTING SHEET €0N:fRACTS & OTHER AGREEMENTS " <·''· (These Documents Require Council, Approval) ~,;· 3-D DEVELOPMENT, LLC Contract Description: crrYPARTIOPATI~N AGREEMENT -Constru'ction of a water main -Castlegate II Subdivision CRC Approval Date (if required): Council Approval Date (if required): Agenda I~em No.: _;::;.::::.:.=~~~~- Finance Review · Required: ' ' Comments: This matter was presented to Council on 04-28-2011 and approved by Ordinance No. 2010-3333 (a copy which is attached). By Ordinance No. 2010-3333, the City Council approves the City Participation Agreement with 3-D Development, LLC obligating the City to pay a maximurp of $29,730.00 out of a total estimated amount ol $195,563.00 for ,the labor, materials, and equipment required for the jmprovements related to the · Castlegate II Subdivision Section 200 Project. The funding for this contract shall be as budgeted from the Wastewater Capital Improvement Projects Funds . 4 ~·~J CITY MANAGER 3 &4A fi trJuwh. /. LEGAL DEPARTMENT 2 -Tt-tHf\-T..._..__,__,.{ ~.......__-...,.,.__ DEPARTMENT DIRECTOR/ ADMINISTERING CONTRACT DIRECTOR DATE s ... -1 "1-fl DATE S -17-11 DATE DATE DATE q I.A.~ 1.011 DATE FOR OFFIC USE ONLY C1TY OF Coll.EGE STATI ON Home of1exas A&M Univmiry • CASE NO.: DATE SUBMITIED: TIME: \i55 STAFF : ~ PLANNING & DEVELOPMENT SERVICES TRANS MITT AL LETTER Please check one of the options below to clearly define the purpose of your submittal. D New Project Submittal D Incomplete Project Submittal -documents needed to complete an application . Case No .: IT Existing Project Submittal. Case No .: F-f / {-0 0 .s= !200 ~ / ,3 Phone Number bro -10 'I I ~~~~~~~~~~~~~ We are transmitting the following for Planning & Development Services to review and comment (check all that apply): D Comprehensive Plan Amendment D Rezoning Application D Conditional Use Permit D Prelim inary Plan D Final Plat D Development Plat D Site Plan D Special District Site Plan D Special District Building I Sign D Landscape Plan D Non-Residential Architectural Standards D Irrigation Plan D Variance Request D Development Permit D Development Exaction Appeal D FEMA CLOMA/CLOMR/LOMA/LOMR D Grading Plan D Other -Please specify below INFRASTRUCTURE AND ENGINEERING DOCUMENTS All infrastructure documents must be submitted as a complete set. The following are included in the complete set: D Comprehensive Plan Amendment D TxDOT Driveway Permit D TxDOT Utility Permit D Drainage Letter or Report D Fire Flow Analysis Special Instructions : 10/10 D Waterline Construction Documents D Sewerline Construction Documents D Street Construction Documents D Easement Application D Other -Please specify Pr i nt Form CITY PARTICIPATION AGREEMENT This Agreement is entered into this day of , 2011 , by and between the City of College Station , a Texas home rule municipal corporation (hereinafter "CITY"), and 3-D Development, LLC, a Texas Limited Liability Company (hereinafter "DEVELOPER"). WHEREAS , DEVELOPER is developing property within the City of College Station, more particularly described as Castlegate II Subdivision, Section 200 , College Station, Brazos County, Texas (hereinafter "Property") a description of which is attached hereto as Exhibit A; and WHEREAS , DEVELOPER is required to construct certain public infrastructure, such as roadways , utilities , sidewalks, drainage facilities, water and sewer facilities , etc . that relate to DEVELOPER'S proposed development; and WHEREAS , CITY is required or desirous of assuming some or all responsibility for construction of certain public infrastructure affecting DEVELOPER 'S de velopment; and WHEREAS , because of this and in order to comply with CITY ' s overall development scheme both DEVELOPER and CITY agree that it is in the best interests of the public to jointly construct certain identified public infrastructure; and WHEREAS , the City Engineer has reviewed the data, reports and analysis , including that provided by DEVELOPER 's engineers , and determined that such public improvement qualifies for joint CITY-DEVELOPER participation; and WHEREAS , both parties agree as to the nature and proportion of joint participation as further recited herein and as may be required in accordance with section 212 .071 et seq and Chapter 252 Texas Local Government Code ; NOW, THEREFORE, for and in consideration of the recitations above and the promises and covenants herein expressed, the parties hereby agree as follows : I. DEFINITIONS 1.1 Approved Plans means the plans and specifications that meet the requirements of this Participation Agreement, the City of College Station Codes and Ordinances and any other applicable laws and that have been submitted to , reviewed and approved by the City of College Station Development Services Department, the City Engineer. 1.2 CITY or College Station means the City of College Station, a Tex as home rule municipal corporation located at 1101 Texas Avenue , College Station, Texas 77840 . Contract No. \\-:LL\. 9 City Participation Agreement Page 1 1.3 DEVELOPER means 3-D Development, LLC, a Texas Limited Liability Company whose principal office is located at 4490 Castlegate Drive, College Station, Texas 77845 . 1.4 Effective Date. The date on which this Agreement is signed by the last party whose signing makes the Agreement fully executed. 1.5 Final Completion . The term "Final Completion" means that all the work on the Project has been completed, a written guarantee of performance for a one year maintenance period has been provided, all final punch list items have been inspected and satisfactorily completed, all payments to materialmen and subcontractors have been made, all documentation, and all closeout documents have been executed and approved by the DEVELOPER as required , all Letters of Completion and other CITY documentation have been issued for the Project, all reports have been submitted and reporting requirements have been met , and DEVELOPER has fully performed any other requirements contained herein. 1.6 Letter of Completion: A letter issued by the City Engineer stating that the construction of public improvements conforms to the plans, specifications and standards contained in or referred to in the CITY OF COLLEG E ST A TI ON UNIFIED DEVELOPMENT ORDINANC E. 1. 7 Property means Castlegate II Subdivision, Section 200 and as further described in Exhibit A attached hereto and incorporated herein made a part hereof. 1.8 Project means the construction of a water main, as detailed in Exhibit B attached hereto and incorporated herein by reference. II. CITY COST PARTICIA TION 2.1 Agree to Participate. CITY agrees to cost participate in the Project in the maximum amount estimated as set forth in Exhibit B, which is attached hereto and incorporated herein by reference . CITY 'S actual rate of participation will be based upon the final actual cost of the Project as reflected by the breakdown of costs required pursuant to this Agreement but in no event shall exceed the maximum amount estimated in Exhibit B. 2.2 Public Bidding. The total estimated cost of the Project is as set forth in Exhibit B . If CITY ' s cost participation exceeds 30% of the total cost of the Project or is located within the extraterritorial jurisdiction of the CITY, then the Project must be competitively bid pursuant to Chapter 252 Texas Local Government Code, as amended. If CITY participation exceeds 30% of the total cost of the Project, CITY shall be responsible for advertising and obtaining bids or negotiating proposals for the construction of the Project. DEVELOPER shall pay for all costs associated with advertising , printing, and distributing plans and specifications for the Project. Contract No. \ \-:1.L-\.q City Participation Agreement Page2 If CITY's cost participation is 30% or less of the total cost of the Project and is located within the boundaries of the CITY, the Project need not be competitively bid . 2.3 Cost of Project. DEVELOPER' s engineer's detailed cost estimate of the Project is attached hereto and incorporated herein as Exhibit B. 2.4 Application for Payment. Application for payment by the DEVELOPER to the CITY for payment to the DEVELOPER pursuant to the terms of this Agreement must include the following in a form acceptable to CITY: (1) Final Completion of the Project in accordance with the Approved Plans ; (2) issuance of all Letters of Completion relating to the Project; (3) DEVELOPER's compliance with all CITY Codes, Ordinances and standards relating to the Project, the Property and its subdivision and development; (4) dedication of the land for the right-of-way either by plat or by deed (5) (6) CITY; relating to the Project; a current title report as of the date of such land dedication and updated within sixty (60) days of the date of this Agreement; lien releases or subordinations from all lenders as required by (7) Proof that all guarantees of performance and payment as set forth in this Agreement have been met, including all bond requirements when applicable ; and (8) A breakdown of actual costs of the Project with supporting documentation, including all payment receipts . 2.5 City Participation Payment. DEVELOPER shall submit the written application for CITY participation payment within thirty (30) days after issuance of all Letters of Completion relating to the Project or DEVELOPER shall be ineligible to receive the CITY participation payment specified in this Agreement and CITY ' s obligation to cost participate shall terminate without any liability. Applications may not be submitted prior to Final Completion. CITY will pay its participation funds in one payment within thirty (30) days after receipt of a complete written application for participation payment from DEVELOPER. 2.6 Reports, books and other records. DEVELOPER shall make its books and other records related to the project available for inspection by CITY. DEVELOPER shall submit to CITY any and all information or reports requested to verify the expenditures submitted for CITY participation eligibility including but not limited to bid documents , payment applications , including any supporting information, cancelled checks , copies of construction and engineering documents , as determined by the City Engineer in his sole discretion, for the verification of the cost of the Project detailed in Exhibit B of this Agreement. The submission of these reports and information shall be the responsibility Contract No . l \ -.J-1-\PI City Participation Agreement Page 3 of DEVELOPER and shall be certified by DEVELOPER's Licensed Professional Engineer at DEVELOPER's expense and signed by an authorized official of the entity. III. GOVERNMENTAL IMMUNITY, INDEMNIFICATION AND RELEASE CITY is a political subdivision of the state and enjoys governmental immunity. By entering into this Agreement, CITY does not consent to suit, waive its governmental immunity, or the limitations as to damages under the Texas Tort Claims Act. DEVELOPER agrees to and shall indemnify, hold harmless, and defend CITY and its officers, agents, and employees from and against any and all claims, losses, damages, causes of action, suits, and liability of every kind, including all expenses of litigation, court costs, expert fees and attorney's fees, for injury to or death of any person, or for damage to any property, or for breach of contract, arising out of or in connection with the work done by DEVELOPER under this Agreement, regardless of whether such injuries, death, damages or breach are caused in whole or in part by the negligence of CITY, any other party indemnified hereunder, or the DEVELOPER. DEVELOPER shall indemnify and hold CITY harmless from any claims of suppliers or subcontractors of DEVELOPER for improvements constructed or caused to be constructed by DEVELOPER. DEVELOPER shall indemnify and hold CITY harmless from any and all injuries to or claims of adjacent property developers resulting from or relating to their performance under this Agreement. DEVELOPER assumes full responsibility for the work to be performed hereunder, and releases, relinquishes and discharges CITY, its officers, agents and employees, from all claims, demands, and causes of action of every kind and character, including the cost of defense therefore, for any injury to or death of any persons and any loss of or damage to any property that is caused by, alleged to be caused by, arising out of, or in connection with, DEVELOPER's work to be performed hereunder. This release shall apply whether or not said claims, demands, and causes or action are covered in whole or in part by insurance and regardless of whether or not said claims, demands, and causes of action were caused in whole or in part by the negligence of CITY, any other party released hereunder, or DEVELOPER. IV. PROJECT AND CONSTRUCTION 4.1 Right to Inspect the Work. CITY may inspect the improvements for compliance with the Approved Plans during construction. In the event that it is determined by CITY that any of the work or materials furnished is not in strict accordance with the Approved Plans, CITY may withhold funds until the nonconforming Contract No . \ \ -.:l i.4 °') City Participation Agreement Page4 work conforms to the Approved Plans or terminate this Agreement at CITY 's election without any further liability . 4.2 Independent Contractor. DEVELOPER shall be solely responsible for selecting, supervising, and paying the construction contractor(s) or subcontractors and for complying with all applicable laws, including but not limited to all requirements concerning workers compensation and construction retainage. The parties to this Agreement agree and understand that all employees , volunteers , personnel and materials furnished or used by DEVELOPER in the installation of the specified improvements shall be the responsibility of DEVELOPER and shall not be deemed employees or agents of CITY for any purpose. 4.3 Payment for materials and labor. DEVELOPER shall be solely and exclusively responsible for compensating any of its contractors, employees, subcontractors, materialmen and/or suppliers of any type or nature whatsoever and insuring that no claims or liens of any type will be filed against any property owned by CITY arising out of or incidental to the performance of any service performed pursuant to this Agreement. In the event a statutory lien notice is sent to CITY, DEVELOPER shall , where no payment bond covers the work , upon written notice from the CITY, immediately obtain a bond at its expense and hold CITY harmless from any losses that may result from the filing or enforcement of any said lien notice. 4.4 Affidavit of bills paid. Prior to the issuance of a Letter of Completion of the improvements , DEVELOPER shall provide CITY a notarized affidavit stating that all bills for labor, materials, and incidentals incurred have been paid in full , that any claims from manufacturers, materialmen, and subcontractors have been released, and that there are no claims pending of which DEVELOPER has been notified. Such affidavit shall be in a form as substantially set forth in Exhibit C which is attached hereto and incorporated by reference . 4.5 Requirements of Applicable rules remain. This Agreement does not alter, amend modify or replace any other requirements contained in the Code of Ordinances, Unified Development Code, or other applicable law . v. GUARANTEE OF PERFORMANCE AND PAYMENT 5.1 Bonding Requirements of Developer. Where CITY participation is 30% or less of the total value of the Project, DEVELOPER shall execute a performance bond to ensure construction of the Project and shall ensure that its contractor performing the Project executes a payment bond to ensure payment to subcontractors , if any . The bonds must be executed by a corporate surety in accordance with CHAPTER 2253 , TEXAS GOVERNMENT CODE. The bonds shall be in the total amount of the contract price as approved by CITY. Contract No. \ \ -.;t 4 C7/ City Participation Agreement Page 5 5.2 Bonding Requirements of City. Where CITY participation is greater than 30% of the total value of the Project or when the Project is located within the extraterritorial jurisdiction of the CITY , the CITY shall ensure that the prime contractor of the Project execute to the CITY a performance bond and/or a payment bond as may be required pursuant to chapter 2253 Texas Government Code. VI. GENERAL PROVISIONS 6.1 Amendments. No amendment to this Agreement shall be effective and binding unless and until it is reduced to writing and signed by duly authorized representati ves of both parties. 6.2 Choice of law and Venue. This Agreement has been made under and shall be go verned by the laws of the State of Texas . Performance and all matters related thereto shall be in Brazos County, Texas, United States of America. 6.3 Authority to enter into Agreement. Each party represents that it has the full power and authority to enter into and perform this Agreement. The person executing this Agreement on behalf of each party has been properly authorized and empowered to enter into this Agreement. The person executing this Agreement on behalf of DEVELOPER represents that he or she is authorized to sign on behalf of DEVELOPER and agrees to provide proof of such authorization to the CITY upon request. 6.4 Agreement read . The parties acknowledge that they have read, understand and intend to be bound by the terms and conditions of this Agreement. 6.5 Notice. All notices and documents required herein shall be sent and provided to the parties at the addresses and telephone numbers listed below : DEVELOPER: 3-D DEVELOPMENT , LLC WALLACE PHILLIPS IV , MANAGER 4490 CASTLEGATE DRIVE COLLEGE STATION, TEXAS 77845 City of College Station City Engineer P.O. Box 9960 College Station, TX 77842 With copies to : City Attorney and City Manager 1101 Texas Avenue College Station, TX 77842 Contract No. \ 1-~~q City Participation Agreement Page 6 All notices and documents shall be deemed received when mailed with sufficient postage and deposited in a regular mailbox of the United States Post Office. The parties may change addresses upon thirty (30) days ' written notice sent certified mail, return receipt requested . 6.6 Assignment. This Agreement and the rights and obligations contained herein may not be assigned by DEVELOPER without the prior written approval of the CITY. 6.7 Default. In the event of a breach of this Agreement by DEVELOPER, CITY may terminate this Agreement and exercise any and all legal remedies available to it. Executed this ___ day of _______________ , 2011. List of Exhibits: A A description of the Property B Request Letter describing Project & Engineer's estimate of the costs of the Project C Affidavit of All Bills Paid form 3-D DEVELOPMENT, LLC BY: (/~~JZ~k.J· P~ted Name: IA)p. /lw 5. PM /lc"fs CZ Title : ntalll!ijf/ CITY OF COLLEGE STATION BY~~~· Mayor ATTEST : APPROVED: City Manager (ru/a/I~ City Attorney Contract No. \ \ -~Ll 4 City Participation Agreement Page 7 THE STATE OF TEXAS COUNTY OF BRAZOS ) ) ) ACKNOWLEDGMENT Before me, the undersigned authority, on this day personally appeared WALLACE PHILLIPS IV as Manager of 3-D DEVELOPMENT, LLC , a Texas Limited Liability Company, known to me to be the person whose name is subscribed to the foregoing instrument, and acknowledged to me that he executed the same for the purposes and consideration therein expressed . Given under my hand and seal of office on this the 2i_ day of ftp 1; \ ~, .... ,,, ~-::.\.~.'~r~-., BEN TYLER WILSON · j•g:.l~f'§ Notary Public. State of Texas ~~-~,·~f My Commission Expires ~,::,r,t,:,1~~,<" July 2 7. 201 3 THE STATE OF TEXAS COUNTY OF BRAZOS ) ) ) ACKNOWLEDGMENT '2011. Before me, the undersigned authority, on this day personally appeared -------as Mayor of the City of College Station, a Texas home-rule municipal corporation, known to me to be the person whose name is subscribed to the foregoing instrument, and acknowledged to me that he executed the same for the purposes and consideration therein expressed. Given under my hand and seal ofoffice on this the JJi':' day of ~ 2011. TANYA MCNUTT Notary Public, State of Texas My CommisSion Expi18S FEBRUARY 14.2014 Contract No. \ \-:u.-ieii City Participation Agreement Page 8 I I i I I L .,,,. I CAStl.EOOt SU80MSKIH SECTlOH 7, Plio'ISE 1 7814/265 •= --------- r .\ca -: cionroc.uc ... ___ KllC,I, __ ll'l'•W:tJrw:u:tl -·-.. -,,,.,.-..._ .. ~_...._..i..~--............ -17 ..... __ =~-:-'..:-='.:"'11~.:.i..~.:---\!'",,f~ .. ,..... :-::..;..~-::.:::""-~~:=.:::.':!'~ .. -=:::. --- Sl'AW:OT'UAS -·-~=.::..-=--~i.~'::=::....-=~""";".:; ... -... ---------__ ..,, ______ ..,., ___ ~ DOS DORADO OEVELOPMa<T u.c. "°""""°'OF 202.66 IC.. TRACT 98~/21J ~W:•CIT'I'- .. _......_ ..... ClltolC-0-........ -......, ~-=-::........:::;:....-'"-_.__ ..... _.__ .. ~·--·--·- ..,_ .. .. 0 sou• nxr CD'l1f'CliW::OTllCCl:Um'o.IM: :t..,~cr ... ~ .. ~o.;,, .. ____ ,. ... _.,_.t .... ... ...,.,.,,.._._ ... __ .. ___ ,.,,_".,,,.-... _ ~--·---...... -. ....... ~-.. llCD..,---..... 4"...,-•..._,._ .. -..... ~,..,._.._......,..,.. ................ ,,,-.~ c::-...:~·a-::-...=:=-:.=.::~-= -- LEG ENO ----L«UC ---f'JU -..:----------1.c ------··---··----~ 'I J-~.l ,f1114,._.,_zgc_ -- -· "'''"" --· -. -::; -·· --·· -. ----·· -·-. --::; -·~ . ---·· -. ---·· :: -. ~~ ___ .,. --~ . ::: :::: . -·· --___ ...,. ::; ~ -::: -·-" ---·· --~ --__ ...... -~ .. -·~ ----·· -----·· :::: ::; ---·· --~ ----·· ....... __ ... .,. --__ , .. ... .. -__ .,,,.,. -___ _. -----.. -__ .... ---__ _. QI' ___ 'Ir .. -,..., __ ... .,.. ---_. ...... ml ___ .,,,_. -·---"""' UCI--_,_ - w ...,r ,.....,,_ '-l4 "--... -.. -_.,,_ --........ _ ... _ ... -_ .. _ ... -... , .. _ .. __ .,,_ .,, -_,,,_ -__ .... _ , .. __ ,,,,_ ... ----W't FINAL PLAT CASTLEGATE II SUBDIVISION SECTION200 28.557 ACRES ,. I -'11 aoOl!ATSTIM!N30N U!AGUE. M< ' /) COUZGEST'ATION;78=COUNTY·~ ~·I\ ::s.m.a:.:.s~ Y.i~. QWN(l'JllpEV£U')PEA: ll.r>or:'1..WI' I v I ( l-O~U.C JCN.abll eNC ~~-)WI0(.1'11 "'iiiiiiiPS ENt:lNEVUHtJ --------- .... ' .... ~"" 1.387 ACRES N41•0:J'3 1"W-t12.IO' LEGENC ___ ...,_ ----uiruc --------~ ------.. -··-··---llOWOfilllT I I "' J I .. ·• . i . . -- FINAL PLAT CASTLEGATE II SUB DIVISION SECTION 200 28.557 ACRES a.OBU.T ST'BVENSON 1.£AGUE. A...W OOUZGE STATfON. lllAZOS COUNTY, TnAS 47 1.DTS -"~'-" ~ .. w:i.s l Tl.:'lol ..00::4~1~-.. ......:>.'.T,.un"I """""'' ~ l'HSUIPS n«:tNe~IUNtl -i-f'L ---__ .__ Phillips Engineering Providing Civil Engineering Service s to College Station and Surrounding Communities 4490 Castlegate Drive, College Station, Texas 77845 (979) 690-3141 March 1, 2011 Josh Norton Development Services City of College Station P.O. Box 9960 College Station, Texas 77842 RE: OVERSIZE PARTICIPATION REQUEST CASTLEGATE II SUBDIVISION, SECTION 200 COLLEGE STATION, TEXAS Dear Josh: With this letter I wish to initiate a request for Oversize Participation by the City of College Station for the 12" water line being installed with Section 200 of Castlegate II. This water line was designed to comply with the City's Water Masterplan which calls for a 12" line to parallel WS Phillips Parkway through the subdivision. The consttuction plans for the water system are included with this submittal for your review. They show a total of approximately 2113 feet of 12" line running along WS Phillips and Toddington. In the accompanying Water System Rep01t, you will see that we have modeled the water system in the subdivision using 4", 6" and 8" lines . The model demonstrates that the system performs above minimµm standards using these line sizes. We conclude that anything larger than an 8" line can be considered oversized. Also included with this submittal is an estimated cost of the water systems using 12" lines and another using 8" lines instead. The difference in cost between the two line sizes and the related fittings is $23,863. I believe this is a conservative number and that actual construction costs should not exceed that figure. I also estimate a cost of 3 % of that figure for the perf01mance and payment bonds which comes to $5,867. The total Oversize Participation request is for $29,730 . This figure is approximately 15% of the overall water system cost and i s well below the threshold limit of 30% where competitive bidding becomes a requirement. I ask that you review these accompanying documents and forward them to other staff members involved in the Oversize Paiiicipation process. Please let me know what subsequent steps we ned to take to move forward with this request. Thank you. Si~/_ KentLaza,P .E. ~ Manager Phillips Engineering attachments Item No. I 2 3 4 5 6 7 8 9 10 II 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 2 3 4 s 6 7 8 9 10 11 12 13 14 IS 16 17 18 19 20 21 22 CASTLEGATE II SUBDIVISION, SECTION 200 ENGINEER'S ESTIMATE OF OVERSIZE PARTICIPATION COSTS March 1, 2011 Description Unit Unit Price w t s t 112" u a er ;ys em w nes 12" Water PVC CL200 (C900), CL200 Structural Backfill 659 LF 33.00 12" Water PVC CL200 (C900). CL200 Non-Structural Backfill 1,454 LF 29.00 8" Water PVC CL200 (C900), CL200, Structural Backfill 309 LF 24 .00 8" Water PVC CL200 (C900). CL200 Non-Structural Backfill 1,038 LF 21.00 6" Water PVC CL200 (C900), CL200, Structural Backfill 45 LF 21.00 6" Water PVC CL200 (C900), CL200 Non-Structurnl Backfill 862 LF 18.00 20" Steel Casing Pipe, w/caslng spacers and end caps 70 LF 90.00 14" Steel Casing Pipe, w/casing spacers and end caps 110 LF 75.00 Fire Hydrant Assembly (incl. l2"x6" tee, valve, bend & hydrant) 2 EA 3,500.00 Fire Hydrant Assembly (Incl. 6"x6" tee, valve, bend & hydrant) I EA 3,300.00 Connect to existing water line 2 BA 500.00 12" X 12" MJ. Cross I EA 750.00 12" X 8" M.J. Cross 1 EA 600.00 8" X 6" M.J . Cross I EA 500 .00 12" X 12" Tee 1 EA 600.00 8" X8" Tee 1 EA 400.00 12" M.J. Gate Valve 3 EA 1,800 .00 8" M.J. Gate Valve 6 BA 1,200.00 6" M.J. Gate Valve 3 EA 850.00 12" X 45° M.J. Bend 6 EA 400 .00 811 X 45° M.J. Bend 7 EA 300 .00 8" X 22.5° M.J. Bend 2 EA 300 .00 12"x 811 M.J. Reducer 2 EA 300.00 8"x 6" M.J. Reducer 1 BA 225.00 4" BlowoffValve 3 EA 2,200.00 2• BlowoffValve 3 EA 1,500 .00 1" Water Service, < 15 ft (avg length= 3 ft) 2 EA 600.00 I" Water Service,> I 5 ft (avg length= 47 ft) s BA 1,100.00 1.S" Water Service,< 15 ft (avg length= 3 ft) II BA 6SO.OO 1.5" Water Service,> 15 ft (avg iength = 47 ft) 9 BA I 250.00 Waler System w/ 12''. lines Water S stem w/8" lines 8" Water PVC CL200 (C900). CL200, Structural Backfill 968 LF 24.00 8" Water PVC CL200 (C900). CL200 Non-Slructural Backfill 2,492 LF 21.00 6" Water PVC CL200 (C900). CL200, Structural Backfill 45 LF 21.00 6" Water PVC CL200 (C900). CL200 Non-Slructural Backfill 862 LF 18.00 14" Steel Casing Pi e, w/caslng spacers and end caps 180 LF 75.00 Fire Hydrant Assembly (Incl. 811x6 11 tee, valve, bend & hydrant) 2 EA 3,300.00 Fire Hydrant Assembly (incl. 611x6 11 tee, valve, bend & hydrant) EA 3,300.00 Connect to existing water line 2 EA 500.00 811 X 8" M.J. Cross 2 EA 600.00 811 X 6" M.J. Cross I EA 500 .00 8" XS" Tee 2 EA 400.00 8" M.J. Gate Valve 9 EA 1,200.00 6" M.J. Gato Valve EA 850.00 8" X 4S 0 M.J. Bend 13 EA 300.00 8" X 22.s• M.J. Bend 2 EA 300.00 12"x 811 M.J. Reducer 2 EA 300.00 8"x 611 M.J. Reducer I EA 225.00 2" BlowoffValve 6 EA 1,500.00 I" Water Service, < I 5 ft (avg length= 3 ft) 2 EA 600.00 1" Water Service,> IS ft (avg length= 47 ft s EA 1,100.00 1.S" Water Service,< 15 ft (avg length = 3 ft) 11 BA 650.00 1.5" Water Service,> 15 ft avg len h = 47 ft) 9 BA 1,250.00 Water System w/8" lines Oversize Participation Estlmate Totnl 21,747 42 ,166 7,416 21,798 945 IS,516 6,300 8,250 7,000 3,300 1,000 750 600 500 600 400 5,400 7,200 2,550 2,400 2,100 600 600 225 6,600 4,500 1,200 5,500 7,150 11,250 $195,563 23,232 S2,332 . 94S IS,Sl6 13,SOO 6,600 3,300 1,000 1,200 soo 800 10,800 2,550 3,900 600 600 225 9,000 1,200 S,500 7,150 11 2SO $171,700 $23,863 THE STATE OF TEXAS COUNTY OF BRAZOS l AFFIDAVIT OF BILLS PAID Before me, the undersigned authority , personally appeared ________________ ("Affiant"), __________ _ of ____________ ("Contractor"), who being first duly sworn, deposed and state the following: 200 "My name is . I am over 18 years of age , of sound mind, capable of making this affidavit, and personally acquainted with the facts stated in it, which facts are true and correct. Pursuant to that certain contract, dated as of _____ , 200_ (the "Contract") by and between the City of College Station, Texas, and _______________ _ Contractor furnished labor and materials to construct on the real property known as ____________ (more particularly described in the Contract) the "Project". To the extend that Contractor constructed or contracted for the construction of such -------------------' Contractor has paid each of its sub-contractors, laborers and materialmen in full (except for statutory retainage) for all labor and/or materials provided to Contractor on the Project. To the best of Affiant 's knowledge , Contractor has not received notice of any claims pending against the Project in connection with the described in the Contract. ------------~ Further, Affiant saith not. Executed this ___ day of _________ , 200_. AFFIANT: Printed Name : -------- SUBSCRJBED AND SWORN TO before me on this __ day of ____ _ Notary Public, State of Texas 11 /1 0 /2 0 11 14 :39 FAX 97 9 69 01 041 CASTL EGATE 141 00 1 /001 Form W•9 1Rev . October 2007j Oepartmenl o' lhe Treasury !niemal Rever.-.ie Service Request for Taxpayer Identification Number and Certification G i ve fo r m to the req ueste r . D o n o 1 s en d to th e IRS . tax rettirn) N ! • --rrf' 8, ~-V-'-'-l+LIU-'-3•---'1-'--IL'-'-1--1-UllU-~-------------------·-·--·-· m I e ~ ~ ~-~lL-llJ.a(~~'L!3..L!.~------------· ---···--·---·--------------- a. § Ct-1ec"' appropnat oox. C lrio1v 1dLJa i/Sole propnemr [J Corocrat ·on :__"' Par.r1ersn10 ~~ 1 1 ii] L1m1 ted l1ab•ht)• compa ny. Enter lhe tax c !ass1i1cat1on !D=disr ~ardec d'l!:!y . (;:o;cor.::>0rat :on . P~partn~~sh i pJ • 0 2 ! 0 Olhef iSe e 1ns;r..1clioos) ~ ;---C.xa:Tip t '---payc~ C'. Vj ·.::: .E ~ 0 ~ <.> ~ Cl (J) •:m•• or su;te no.i ReQues1er's name 210 accre·•s \oot:0'1a ;1 Taxpayer Identification Number (TIN) Enter your TIN in th e appropriate box. The TIN provided mu st ma;ch the name given on Line 1 to avo id bac kup withholding. For individuals, this is you r social secu rity numbe r (SSNl . However . for a re sident alien , sole propriet or, or disregarded en t ity. see the Pa rt I instruct ions on page 3. For otner entities , it is your employer ident ificat ion number (E IN). If you do no t have a number. see How ro get a TIN on page 3 . ! Socia l securi t y numb er ._, -------------- or No te . It the account is in more t han one name . see t ne chart on pa ge 4 for gu1oeii nes on whose number to enter. ! Emg lo yer id entificat ion number i ,17 : .1 'J Y __,__7 S'".._....S_,__l __ lzjil!i Certificati on -·----------- Under penalt ie s of perj ury , I cert ify that : 1 . Th e number shown on th is form 1s my correct taxpayer identi fica riori nL,mOer (or I am waiti ng for a number ro be issued to me). and 2 . I am no t subject to backu p witnholding because: {aj I am ;;xempt from backup withnolo1ng , or (b) I have ~o; been rioti f if'C by :ne ln:erna i Revenue Service (I RS ) that I am su bjec ; to ba ckup withhold ing ns " result of a iailure 10 report all inter est or dividends. Jr ICJ :~e IRS -~as notified me that I am no longer sub1ect to backup w ithho lding . a'1d 3. I am a U.S. citi zen or other U.S. p erson (defined be low). Certi f ication inst ru c tion s. You must cross out ite in 2 above if you i1ave been notified by the IRS that you are curremly ;;utiact to baci<up w ithholding be ca use you have fai led to report all interest and d ividends on your tax return. For real estaie transactions, iterr 2 ooes not ap ply For mo rt gage interest paid , acqu isn lo n or abandon men t of se cu red p rop erty . cance lla tion oi oeb t, cont ribu tions 10 an 1ndiv1c :ual rct ire me:it arran gement (I RA). and gener ally , payments other than inte rest and dividends , yoL are not re quired to sign the Cen i ficat ion . b vt you must provide your correct TI N. See the inst ru ct ions on page 4. Sign H e re ' Signatu re o f U.S. pe rson ""' General Instructions Sect ion refere nc es are to the Intern al Re ve nue Cod e unless o the rw ise noted. Purpose of Form A pe rson who is required to file an 1nformat1on re t urn w ith tne IRS m ust obtain your correct t ax p ayer ident ificat ion number (T l to report , f or exa mple , income paid to you. rea l estate transactions , mortgage interest yo u p aid , acqu isition or abandonment of secu red property, cancellation of debt , or contributions you m ade to an IRA Use Form W-9 on ly ii you are a U .S. pers on (inciud1ng a res ident alien}, to prov ide your corre ct T l to the person req uesting it (the req uester) and, when a p plicabl e, to : 1. Certify that t he T IN you are g ivi ng is correct (or you are wa it ing for a number to be issue d }, 2 . Certify that you are not subject t o b ackup w it hholding . or 3. Cla im exem ption from backup w ithho ld ing if you are a U .S . exempt payee . If applicable , you are also cert ifying th at as a U .S . person. you r all o cable share o f any pa rtn ership income irorn a U .S . trade or business is not su b;ect to the withholding tax 011 foreign partners ' sha re of etfectively connected inco m e . Note . If a req ues ter gives yo u a form other t han Fo rm W -9 to requ est your TIN , yo u must use the req uest er 's fo rm if 1t 1s substan tially simila r t o t his Fo rm W-9. Da t e i--I l-) 0 -l ' Def i n it ion o f a U .S . p erso n . For fecerai i ax purposes . you are cons ;dered a U .S. person if you are: • An :nd iv 1cual who 1s a U .S . citizen o r U.S . r3Sidem ai1 en , • A partnership. corp ora l ion, company. o r as :;oc1ation crea ted or o rganized in t he United States or under the laws of the United S t ates. • An estate (oth er than a fo reign es tate j. or • A domestic t rus t (a s deiined .n Reg ulations section 30 1.7701 -7). Spec ia l rules for p a rtnersh i ps. Pc.rt nerships that conduc1 a tra d e or bu siness ;n the Unitec S tate s e.re ger er a1 1y requ1rec to pay a w ithhold ing tax on a ny fore ;gn part ne rs ' share oi income from such bus in es s . Further. in certain cases Nhere a Form W-9 has not been rece 1ve a , a partnership is requiri;d to presume l h<:H a partner is a foreign person. and pay the w 1ti1ho!d:ng tax . Thereiore, 1i you are a U .S . person thai is a p :irtner 1n a partnership conduct ing a t rade or bus in es s 1n the Uni ted St at es. p rovide Form W -9 to th~ partnersn:p to estab lish your U .S . st atus and avoid withhold ing o n your share oi partnership :ncorne . Th e person who gives Form W-9 \0 the par nersnip for purposes of estabi:shil1g its U .S status and a"o1o :ng w1lhhold1ng on it s a1 1ocable sh are of net income :rom the part ner sh ip conducting a trace o r busin ess 1n the Urmed ~;:a t es is 1n the following cases : • The U .S . own er of a d 1sre garoeo entity and not th e ent ity, Cat. No . 1Q'231X For:ro W-9 iRev 1v -2 G07! REQUEST FOR CAPITAL IMPR BUDGET TRAN OVEMENT PROJECT SFER DATE: 4/08/11 FROM: PROJECT NAME & NUMBER ACCOUNT N UMBER Oversize Partici at ion 212-9111-97 3 -55 -02 WF0136621 WTWO c REASON FOR AVAILABILITY OF FUNDS: Oversize Partici ation OP funds are bud eted each ear for u nanticipated OP proiects . TO : PROJECT NAME & NUMBER ACCOUNT N UMBER Castle ate II Subdivision , Sect 200 212-9111 -97 3-55-02 WF0136621 I 001 WTWO c JUSTIFICATION OF NEED FOR TRANSFER: AMOUNT $29 ,730 .00 AMOUNT $29 ,730.00 This OP is for the cost difference between and 8 inch and a 12 12 i nch waterli ne will be located alon WS Philli s and Toddin the Cit contri bution re uested is $29,730 .00 . FY11 Oversized inch waterl ine . Approximately 2 , 113 feet of ton . The total cost estimate is $195 ,563 .00 , Participation funds were approved in the amount of $100 ,000 .00 . val. Bud get Review: Approved: avid Coleman App roved: Department Head Budget Officer Council Approved: ----'-A.!Cp:..:...:ri.:....:I 2=8::.i.·-=2=0_,_11_,___ __ App roved: City Manager ~~ c_ ~11~1\ - CITY PARTICIPATION REQUEST ()p REQUEST# WTll-0001. \:ITY O F C OLLEGE STAT IO N Planning and Development Services Project Name : Castlegate II, Section 200 -Water City Participation Requ es t S_ubdivi s ion~ Ca stlegate II Subdivision, Se ction 200 Develop er: }·fH1e v e lopment , LLC (Wa ll ace Phillip s TV) Engineer/ Firm: Phillips Engineering (Kent L'"a za) Project Description: 12 inch water main exten s ion Total Cost Estimate: $195,563.00 City Contribution Requested: · $29 ;730 .00 Construction Schedule: Summer 2011 College Station Utilities _ ~1 , ,,. '/J .. ·--- Engineer Approval: J;,v~~/ {~lf t.,tf~.,~ ~ . , . , ,,j", As. sistant Director Apprnval:~ ~ ~ Director Approval: tLL------~-=U Comments: FUNDING: Water Capital Improvement Project Fund E stimated amount to be utilized from Prev ious Request: Current Request: Remaining Amount Available: Finance Funding Source: Water Capital Approval (Signature & Date): Note: Attach location map and engineer's estimate. I of 1 $100,000 .00 $ 0 .00 $ 29 ,730.00 $ 70 ,270 .00 CITY PARTICIPATION REQUEST OP REQUEST# WTll-0001. CITY OF COLLEGE STATION Planning and Development Services Project Name: Castlegate II, Section 200 -Water City Participation Request Subdivision~ Castlegate II Subdivision, Section 200 Developer: 3-D Development, LLC (Wallace Phillips N) Engineer/ Firm : Phillips Engineering (Kent Laza) Project Description : 12 inch water main extension Total Cost Estimate: $195,563.00 City Contribution Requested : $29,730.00 Construction Schedule: Summer 2011 . College Station Utilitie"'s , ~~~7fSJ.1t1~~7:~=~- Engineer Approval: a Assista nt Director Approval: Director Approval: Comments : FUNDING: Water Capital Improvement Project F und Estimated amount to be utilized from Previous Request: Current Request: Remaining Amount Available: Finance Funding Source : Water Capital Approval (Signature & Date): Note: Attach location map and engineer's estimate. I of I $100,000 .00 $ 0 .00 $ 29,730.00 $ 70,270.00 CITY PARTICIPATION REQUEST OP REQUEST# WTll-0001. CITY OF COLLEGE STATION Planning and Development Services Project Name: Castlegate JI, Section 200 -Water City Participation Request Subdivision~ Castlegate II Subdivision, Section 200 Developer: 3-D Development, LLC (Wallace Phillips IV) Engineer/ Firm: Phillips Engineering (Kent Laza) Project Description: 12 inch water main extension Total Cost Estimate: $195,563.00 City Contribution Requested: $29,730.00 Construction Schedule: Summer 2011 Comments: Water Main Extension per City's Master Utility Plan P/DS Engineer Signature/ Date ~ ~ // Engineer Approval: Assistant Director Approval: Director Approval: Comments: FUNDING: Water Capital Improvement Project Fund Estimated amount to be utilized from Previous Request: Current Request: Remaining Amount Available: Finance $100,000.00 $ 0.00 $ 29,730.00 $ 70,270.00 Funding Source: Water Capital Improvement Project Funds -WF1366201 Approval (Signature & Date): Note: Attach location map and engineer's estimate. I of I CITY PARTICIPATION REQUEST OP REQUEST# WTll-0001. CITY OF COLLEGE STATION Planning and Development Services Project Name: Castlegate II , Section 200 -Water City Participation Request Subdivision~ Developer: Engineer/ Firm: Project Description: Total Cost Estimate: City Contribution Requested: Construction Schedule: Comments: P/DS Engineer Signature/ Date College Station Utilities Engineer Approval: Assistant Director Approval: Director Approval: Comments: Castlegate II Subdivision, Section 200 3-D Development, LLC (Wallace Phillips IV) Phillips Engineering (Kent Laza) 12 inch water main extension $195,563 .00 $29,730.00 Summer 2011 FUNDING: Water Capital Improvement Project Fund Estimated amount to be utilized from Previous Request: Current Request: Remaining Amount Available: Finance $100,000.00 $ 0.00 $ 29,730.00 $ 70 ,270.00 Funding Source: Water Capital Improvement Project Funds -WF1366201 Approval (Signature & Date): Note: Attach location map and engineer's estimate . 1 of 1 CRCCNS PRAIRIE INVESTORS 4820/111 I I I r--""' CASTlECATE SUBOMSKIN SECTION 7, PHASE 1 7814/26!1 ·= • • . -D'11'W •'!f'7 LMT1 Of' A-0\) . ..,_.,._ ~ --.... --. .,. -W .S . f:hi llips Parkway . _.U'U1!•Mfl . .: • P:i(,r: · r·\c;1 CDtn:411:0F--DmCJ.- ITUlttlflPAll ~·- COMJd ON , b llllA I ,;; ;· ':3·¥2,._CRES - an 11 •= l\000 lON[ M. "' OCUHCArm fl'(lKJOWOll'OHfU)tM• I.Mn Of 100 l{NI n..oooP\JllH ASllCOULAltDIVTHCan'OF COU.CQf StAnoM STOMI WAWI '""""""'"""""' ~ ._,.,.., •• v. .. _ -~__....~ ----......,... ., •• "·'"' _.. -s:.;:r-:r,..~~~~:E"J::·7=-..... ,..,..-~--,. ___ ..... ,..,.....,,.. _ __ ,,.._ __ __ ,.,.,,rw, __ ST•1lor1D.U ~--~=,::..--=--=~.:i.~ ~-= :::=.:.--;-~M ... _.... ... _..,_,.._ ___ _ --.. ---..... _ .. ,.,,, ___ ..__ DOS DORADO OCVCLOPMENT UC. REMAINDER OF 202.66 N:.. TRACT 9656/213 CIDl1":AW:fl'On'-' a1,~.,-c.,11o.1..,. ........ lo __ , ~~=~=-..... ,....._ .. ., ... --~,,, ~(11..._-~--- :::.:::.t.~~s-..:,~~~-=~~~ ~·flC~ ........ _....,Ill( IMl°' S? .. , ..... !f.r,~-~---"°'OOl,lllllHl .. .,,f_.....,. ~::r:!:'":?:.~.£=-:"E...~ ~-= --- Q!llnWW;A'll[r1'M(lllUm"CUM rTAll (II RMS «UlfYOf~ ' C...IJOri, ......... Mlol--.1,. .. _,_., .... -=~···· -.-....:~-:.:: -=-=~·:...-.. ...... . t1Na .. , ....... --'°""~"''_.,..,...,._ LEGEND ----Ull'UC . 'N.6. ~watn'U.:llDll' -------~LIC _____ .,. -··-··-··----- 1· .11•••11t ~JOit.,_ -- -·· ------. ... ------. ------. ~· ------. ------. -·----·-. -~ ..... r .. ~ . -----•rlt'---........ ~ .....,,.,, .. --~ _ _.,r .... ·~ .... ----.. -.. •w --.. -~ -----...... , .... -..... "....... ... ... .... .. "Uf' •-..,..,.,,,. .....,. nu.• ... -___ _. - lMll.Dtc:lll .-UICIUMCN -u , .. ., _ _._ ... , ...... _.,,_ U I Lll' ........ _ u -.. r•'-1.0 -.. ,. ... _ .. _ .. ,,,,_ ... __ .,,_ u -_ ...... ",_._.r _ .. ·----.. '""" .......... ... ----.,, ---- ........ ,.,,,_ l ll UUI' -···-lit MM' .. , ... _ ......... ---UI -_ ... _ ........ -·-.. ..... ,. ....... FINAL PLAT CASTLE GATE II SUBDMSION SECTION 200 28.557 ACRES I I .IJ.1 ROBl!RT STEVENSON LE.A GUE, A-s.4 1 /) COLLEGE STATION ,BRAZ OSCOUNTY ,ru.~i ~ I\ 47 L01"S I I • =~:a:J~~. YA : {0 O\VNltRIP!WF.LOf>P.JI IUO.:' """' VJ /4. ~= =.1::. ~~~;:s ENGINl!l.IUNG -...... 11. -!;--~--.... ~ ....... ..:i ::::~-... , so· 03' 31"E-1566.26' :.~~ w.= N48" 03' 31"W -i12JIO' LE GENO ----~-----1.0tUC . .... -------~""" -------··-··-··-Mzoi.-IOl#6l«I' .I ~llOIC--- CiREOIS PRAIRIE INVESTOftS 4a20/94 I I FINAL PLAT CASTI.EGATE II SUBDIVISION SECTION200 28.557 ACRES ROBHRT STEVENSON U!AGUP-. ,\.54 COLLEG!!STATION, BRAZOS COUNn', TI::xAS 471..DTS M.<'IO.:l.UTl'lllT...:U 91S>CX4L(rn1T...:JO -.no:'UTl'lllT!m:ll IUYO.:•.U"JI'• SU\U!I .. MMOl,JOll ENC INEE1'.: l"HILLJPS ENGINEEIUNQ ......... ~ .. ---__ ,_,,... __ ,,.,,."" ..... -... __ .,., .. Phillips Engineering Providing Civil Engineering Services to College Station and Surrounding Communities 4490 Castlegate Drive, College Station, Texas 77845 (979) 690-3141 March 1, 2011 Josh Norton Development Services City of College Station P .O. Box 9960 College Station, Texas 77842 RE: OVERSIZE PARTICIPATION REQUEST CASTLEGATE II SUBDIVISION, SECTION 200 COLLEGE STATION, TEXAS Dear Josh: With this letter I wish to initiate a request for Oversize Participation by the City of College Station for the 12" water line being installed with Section 200 of Castlegate II. This water line was designed to comply with the City's Water Masterplan which calls for a 12" line to parallel WS Phillips Parkway through the subdivision. The construction plans for the water system are included with this submittal for your review. They show a total of approximately 2113 feet of 12" line running along WS Phillips and Toddington. In the accompanying Water System Report, you will see that we have modeled the water system in the subdivision using 4", 6" and 8" lines. The model demonstrates that the system perfonns above minimµm standards using these line sizes. We conclude that anything larger than an 8" line can be considered oversized. Also included with this submittal is an estimated cost of the water systems using 12" lines and another using 8" lines instead. The difference in cost between the two line sizes and the related fittings is $23,863. I believe this is a conservative number and that actual construction costs should not exceed that figure . I also estimate a cost of 3 % of that figure for the performance and payment bonds which comes to $5,867. The total Oversize Participation request is for $29,730 . This figure is approximately 15% of the overall water system cost and is well below the threshold limit of 30% where competitive bidding becomes a requirement. I ask that you review these accompanying documents and forward them to other staff members involved in the Oversize Pa1ticipation process . Please let me know what subsequent steps we ned to take to move forward with this request. Thank you . Si~J_ Kent La za, P.E. r- Manager Phillips Engineering attachments Item No . I 2 3 4 5 6 7 8 9 10 II 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 CASTLEGATE II SUBDIVISION, SECTION 200 ENGINEER'S ESTIMATE OF OVERSIZE PARTICIPATION COSTS March 1, 2011 Des cripti on Unit Unit Pri ce w s ater ;ystem w /12" I' mes 12 " Water PVC CL200 (C900), CL200 Structural Backfill 659 LF 33.00 12" Water PVC CL200 (C900), CL200 Non -Structural Backfill 1,454 LF 29 .00 8" Water PVC CL200 (C900), CL200, Structural Backfill 309 LF 24.00 8" Water PVC CL200 (C900), CL200 Non-Structural Backfill 1,038 LF 21.00 6" Water PVC CL200 (C900), CL200, Structural Backfill 45 LF 21.00 6" Water PVC CL200 (C900), CL200 Non-Structural Backfill 862 LF 18.00 20 " Steel Casing Pipe, w/casing spacers and end caps 70 LF 90.00 14" Steel Casing Pipe, w/casing spacers and end caps 110 LF 75.00 Fire Hydrant Assembly (incl. 12"x6" tee, valve, bend & hydrant) 2 EA 3,500.00 Fire Hydrant Assembly (incl. 6"x6" tee, valve, bend & hydrant) 1 EA 3,300 .00 Connect to existing water line 2 EA 500 .00 12 " X 12" M.J. Cross 1 EA 750 .00 12" X 8" M.J . Cross I EA 600 .00 8" X 6" M.J. Cro ss 1 EA 500 .00 12" X 12" Tee I EA 600 .00 8" X 8" Tee 1 EA 400.00 12 " M .J. Gate Valve 3 EA 1,800.00 8" M.J. Gate Valve 6 EA 1,200 .00 6" M.J. Gate Valve 3 EA 850.00 12" X 45° M.J . Bend 6 EA 400.00 8" X 45° M.J. Bend 7 EA 300 .00 8" X 22.5° M.J . Bend 2 EA 300 .00 12"x 8" M.J . Reducer 2 EA 300 .00 8"x 6" M.J. Reducer I EA 225 .00 4" BlowoffValve 3 EA 2,200 .00 2" BlowoffValve 3 EA 1,500.00 l " Water Service,< 15 ft (avg length= 3 ft) 2 EA 600 .00 l " Water Service,> 15 ft (avg length= 47 ft) 5 EA 1,100.00 1.5 " Water Service,< 15 ft (avg length = 3 ft) 11 EA 650.00 1.5'' Water Service,> 15 ft (av11. ienl1,!h = 47 ft) 9 EA 1,250.00 Water System w/ 12'.' lines Water S stem w/8" lines 8" Water PVC CL200 (C900), CL200, Structural Backfill 968 LF 24 .00 8" Water PVC CL200 (C900), CL200 Non-Structural Ba ckfill 2.49 2 LF 21.00 6" Water PVC CL200 (C900), CL200, Structural Backfill 45 LF 21.00 6" Water PVC CL200 (C900), CL200 Non-Structural Backfill 862 LF 18 .00 14" Steel Casing Pi e, w/casing spacers and end caps 180 LF 75 .00 Fire Hydrant Assembly (incl. 8"x6" tee, valve, bend & hydrant) 2 EA 3,300 .00 Fire Hydrant Assembly (incl. 6"x6" tee , valve, bend & hydrant) I EA 3,300 .00 Connect to existing water line 2 EA 500.00 811 X 8" M.J . Cross 2 EA 600 .00 8" X 6" M.J . Cross EA 500.00 8" X 8" Tee 2 EA 400.00 8" M.J. Gate Valve 9 EA 1,200 .00 6" M.J. Gate Valve 3 EA 850 .00 8" X 45° M.J. Bend 13 EA 300.00 8" X 22.5° M.J . Bend 2 EA 300.00 12"x 8" M.J. Reducer 2 EA 300.00 8"x 6" M.J. Reducer EA 225.00 2" BlowoffValve 6 EA 1,500.00 I " Water Service,< 15 ft (avg length= 3 ft) 2 EA 600.00 1" Water Service, > 15 ft avg length = 4 7 ft) 5 EA 1,100.00 1.5" Water Service,< 15 ft (avg length = 3 ft) 11 EA 650.00 1.5" Water Service,> 15 ft av length= 47 ft) 9 EA 1,250.00 Water System w/8" lines Oversize Participation Estimate Total 21,747 42 ,166 7,416 21,798 945 15 ,516 6,300 8,250 7,000 3,300 1,000 750 600 500 600 400 5,400 7,200 2,550 2,400 2,100 600 600 225 6,600 4,500 1,200 5,500 7,150 11,250 $195,563 23,23 2 52 ,332 . 945 15,516 13,500 6,600 3,300 1,000 1,200 500 800 10,800 2,550 3,900 600 600 225 9,000 1,200 5,500 7,150 11,250 $171 ,700 $23,863 THE STATE OF TEXAS COUNTY OF BRAZOS l AFFIDAVIT OF BILLS PAID Before me , the undersigned authority, personally appeared ________________ ("Affiant"), __________ _ of ____________ ("Contractor"), who being first duly sworn, deposed and state the following: 200 "My name is . I am over 18 years of age, of sound mind, capable of making this affidavit, and personally acquainted with the facts stated in it , which facts are true and correct. Pursuant to that certain contract , dated as of _____ , 200_ (the "Contract") by and between the City of College Station, Texas, and _______________ _ Contractor furnished labor and materials to construct on the real property known as ____________ (more particularly described in the Contract) the "Project". To the extend that Contractor constructed or contracted for the construction of such ------------------~' Contractor has paid each of its sub-contractors, laborers and materialmen in full (except for statutory retainage) for all labor and/or materials provided to Contractor on the Project. To the best of Affiant's knowledge , Contractor has not received notice of any claims pending against the Project in connection with the described in the Contract. ------------~ Further , Affiant saith not. Executed this ____ day of _________ , 200_ AFFIANT: Printed Name: -------- SUBSCRIBED AND SWORN TO before me on this __ day of ____ _ Notary Public, State of Texas Project No. __________ _ PAYM EN T BOND TEXAS STATUTORY PAYMENT BOND THE STATE OF TEXAS § § § KNOW ALL MEN BY THESE PRESENTS: THE COUNTY OF BRAZOS T HAT WE, _________________ ,, as Principal, hereinafter called "Principal" and the other subscriber hereto , a corporation organized and existing under the laws of the State of , licensed to business in the State of Texas and admitted to write bonds, as Surety, herein after called "Surety", do hereby acknowledge ourselves to be held an d firmly bound to the City of College Station, a m u nicipal corporation, in the sum of ________ ($ ) for payment whereof, the said Principal and Surety bind themselves, and their heirs, administrators, executors, successors and assigns jointly and severally . THE CONDITIONS OF THIS OBLIGATION ARE SUCH THAT: WHEREAS , Prin cipal has entered into a certain contract with the City of College Station, dated the ___ day of , 20_, for ----------------------- which contract is hereby referred to and made a part hereof as fully an d to the same extent as if copied at length herein . NOW THEREFORE, the condition of this obligation is such that if Principal shall pay all claimants supplying labor and material to him or a subcontractor in the prosecution of the work provided for in said contract, then, this o b ligation shall be null and void; otherwise to remain in full force and effect; PROVIDED, HOWEVER, that this bond is executed pursu ant to the provisions of Chapter 2253 of the Texas Government Code and all liabilities on this bond shall be determined in accordance with the provisions, con ditions and limitations of said Code to the same extent as if it were copied at length herein. IN WITNESS THE REOF , the said Principal and Surety have signed and sealed this instrument on the respective d ates written below their signatures. Council Approved-02112103 Revised 09/27/04(a) PERFORMANCE BOND BOND NO .: T AACSU0557500 KNOW ALL MEN BY THESE PRESENTS, That we, C ivil Constructors Inc . as Principal , and Allegheny Casualty Company [Insuran ce Company ] as Surety, are held and firmly bound unto ~3-~D~D'--'e~v~e~lo'""'p-=m"'""e~n~t __________ [Developer] and The City of College Station, Texas as Obligees, in the sum of One Hundred Ninety Five Thousand Five Hundred Sixty Three and No/I 00 Dollars ($ 195 ,563 .00) Dollars for which sum , we bind ourselves, our heirs, executors, administrators , successors and assigns, jointly and severally, by these presents . WHEREAS , on the 1 gth day of April , 2011 , the Principal entered into a contract with the Obligee for Castlegate II Subdivision, Section 200 (Water System only) as described in the approved construction plans and specification s by Phillips Engineering [D es cribe the Project]. Which contract is by reference made a part hereof and is hereafter referred to as the Contract. NOW THEREFORE, THE CONDITION OF THE OBLIGATION IS SUCH, That, ifthe Principal shall faithfull y perform said Contract in accordance with the plans , specifications and terms thereof, then this obligation shall be void , otherwise, it shall remain in full force and effect. Sealed with our Seals and Dated this 29th day of April , 2011. Civil Cons'"L By: ~,/2,,, Allegheny Cas ualty Company By : ke Rl~9 ~%) Kelly J~7ooks , Attorney-in-Fact 0 : /Contracts/Oversize Participation/Forms/Perf Bond Dual Obligee Project No. __________ _ PAYME NT BOND TEXAS STATUTORYPAYME TBOND BON D NO.: T AACSU0557500 THE STATE OF TEXAS § § § KNOW ALL ME BY THESE PRESENTS: THE COUNTY OF BRAZOS T H AT WE , Civil Constructors Inc. as Principal, hereinafter called "Principal" and the other subscriber hereto A llegheny Casualty Company , a corporation organized and existing under the laws of the State of Pennsylvania , licen se d to business in the State of Texas and admitted to write bonds, as Surety, herein after called "Surety", do hereby acknowledge ourselves to be held and firmly b o und to The City of College Station, a municipal corpora tion, and 3-D Development [Develope~, in the sum of One Hundred Ninety Five Thousand Five Hundred Sixty Three and No /100 Dollars ($19 5.563.00) for payment whereof, the said Principal and Surety bind themselves, and their heirs, administrato r s, executors, succe ssor s and assigns jointly and severally. THE CONDITIONS OF THIS OBLIGATION ARE SUCH THAT: WHEREAS, Principal h as entered into a certain contract with the City of College Station, dated the 18th da y of April, 2011, for Castlegate II Subdivision. Section 200 (\'{later System only) as described in th e approved co nstructio n plans and specification s by Phillips E ngineering, which contract is hereby referred to and made a part hereof as full y and to the same extent as if copied at length herein . N OW THE REFORE , the condition of this obligation is such that if Principal shall pay all claimants supplying labor and material to him or a subcontractor in the prosecution of the work provided for in said contract, th en, thi s obligation shall be null and void; otherwise to remain in full force and effe ct; PROVIDE D, HOWEVER, that this bond is executed pursuant to the provisio n s of Chapter 2253 of the Texas Government Code and all liabilities on this bond shall be determined in accordance with the provisions, conditions and limitations of said Code to the same extent as if it were copied at length herein . IN WITNE SS THEREOF, the said Principal and Surety have signed and sealed this instrument on the respective dates written below their signatures. Cou nci l Approved -02112103 Revised 09127/04(a) ATTEST, SEAL: (if a corporation) \'\IITNESS: (if not a corporation) ATTEST /\'\IITNESS (SEAL) By: _._t'Y)...L.......1--Lltf-l'+-fLJ ........ \ A.>.L.)l"-"'-'·:;ik<-->-, '------- ameY Misty Witt Title: Secretary Date: April 29, 2011 REVIEWED: City Attorney's Office Coun c il Approved -02112103 Revised 09/27104(a) Civil Constructors Inc. (Name of Contractor) By: ~~~~~~----=r ~- Name: CJ. ~ . .>I-; ;,-1/ Title: /~s-;,,~ Date: r- ..J ~L-tt Allegheny Casualty Company (Full ame of Sure ty) 3689 Coolidge Court. Unit 6 (A ddress of Sure ty for Notice) Tallahassee FL 32311 B y:~:~ll~~ Title: Attorney-in-Fact Date: April 29, 2011 THE FOREGOING BOND IS ACCEPTED ON BEHALF OF THE CITY OF COLLEGE STATION, TEXAS: . HOME OFPI¢E: ONE NEWARKCENTER; 20'.tH FLOOR : ;;< NEw~N"Ew iERs~¥ o71o~sz<H .·.· .< :-. .. : . ~OW ALL MEN BY THESE PRES.EN~: That ALtEGHENV CASUALTY COMPA~, ·~ corporatib~~~g;mized aiict.e11istth;{pu~~ant to the J~W;'.° of the Stati;-0f Pennsylvania , and having .its pdocipal. office in the City of Newark , New Jersey , does hereby constitUle and ap[X>int ... . · it• < Houston, TX. its tt-;;~ and lawful attorney(s)-in-fact to ~~~'C'~i~; s~a l and deliver for and o n its behalf as surety, any and all bonds and undertakings, contt~~ts of indemnity and other wr. itings obligatory m the nature thereof, which are or may be allowed , required or pen:nitted by law , sta~u re, rule, regulation , contract or otherw.ise. ·; al)d the execuuon of such mstrument(s) m pursuance of these presents , shall be a.s b1,ndmg up on the said . ALLEGHENY CASUALTY COMPANY; as fully and amply , to a ll intents and purposes , as if the same had been duly executed and acknowledged by its regularly elected officers at ·its principal office. This Power of Attorney is executed, and may be revoked , pursuant to and by authority of Article 3-Section 3 , of the By-Laws adopted by the Board of Directors of ALLEGHENY CASUALTY COMPANY at a meeting called and held on the 7th day of February, 1974 . The power of attorney is granted under and by authority of the fo ll owing resolution adopted by the Board of Directors of ALLEGHENY CASUALTY COMPANY at a meetin g duly held o n the 15th day of Aug ust, 2000 . RESOLVED , that (I) the President, Vice President, or Secretary of ALLEGHENY CASUALTY COMPANY shall have the power to appoint , and to revoke the appo intm ents of, Attorneys-in-Fact or agents with power and authority as defined or limited in their respective powers of attorney, and to execute on beha lf of the Company and affix the Company 's seal thereto , bond s, undertak ings, recognizances , co ntracts of indemnity and other written ob li gatio ns in the nature thereof of re lated thereto : and (2) any s uch Officers of the Company may appoint and revoke the appointments of joint-control custod ians, agents for acceptance of process , and Attorneys-in -fact with autho ri ty to execute waivers and consents on behalf of the Company ; and (3) th e signature of any such Officer of ALLEGHENY CASUALTY COM PAN Y and the Company sea l may be affixed by facsi mil e to any power of attorney or certification given for the execution of any bond, undertaking , recognizance , contract of indemnity or other written obligati on in the nature thereof or related thereto , such signature and sea ls when so used whether heretofo re or hereafter, being hereby adopted by th e Company as th e original signature of such officer and the original sea l of the Compa ny, to be val id and binding upon the Compan y with the sa me force and effect as thou gh manual ly affixed . IN TESTIMONY WHEREOF , ALLEGHENY CASUALTY COMPANY ha s caused this instrument to be signed a nd its corpora te seal to be affixed by its a uth orized officer, thi s 12th day of November , A .D . 2009 . STATE OF NEW JERS EY County of Essex ALLEGHENY CASUAL TY COMPANY Secretary On this 12th day of November 2009 , before me came the indiv idu al who executed the preceding_ instr ument, to me i>ersonallykn. own, and , being by me duly sworn, said the he is th e therein described and authorized officer of th e ALLEGHENY CASUALTY COMPANY; that the seal affixed to said instru ment is the Corporate Seal of sa id Company ; that the said Corporate Sea l a nd his signature were duly affixed by order of the Board of Directors of said Company. IN TESTIMONY WHEREOF , I have hereunto set my hand affixed my Officia l Seal, at the C ity of Newark, New Jersey the day and yea r fir st above written . CERTIFICATION A NOTARY PUBLIC OF NEW JERSEY My Commiss ion Expires March 27, 2.014 I , the u11dersigned offi,cer of ALLEGHENY CASUALTY Cl:)MPANY do hereby certify thaU have eompa re(j t)1e (qregoing copy of tile . ··•·. : . D i · Power of Attorney and affidavit , and the copy Of th.e Section of the By-Laws of.said Company as sefforth iiI said ·Power. of Atto.rciey ' Witb)he ORIQINAJJ$ O!'i!: IN THE HOME OFFICE QF SAID COMP ANY, and that the same are correct tqm$c(ipts thereof, ~IJ4 of the wh0 ~ of.the sa id oiiginals/and that the siild PQW~r . of Attorney ha~ not been re~iO'.ked· and is ·:now .Jfr.Jull force and .effect .:·=::·::.:.:.,::::::-.:·:·.::::; .JN TE$'fIMO N:Y WijEREOF;I have h.ereuntq Se t my 29t~ day of IMPORTANT NOTICE TO OBTAIN INFORMATION OR MAKE A COMPLAINT: You may call Allegheny Casualty Company's toll-free telephone number for information or make a complaint at: 1-877 -539-8698 You may also write to Allegheny Casualty Company at: 3689 Coolidge Court, Unit 6 Tallahassee, Florida 32311 Attn: Greg Parrish You may contact the Texas Department of Insurance to obtain information on companies, coverages, rights or complaints at: 800-252-3439 You may write the Texas Department of Insurance at: P.O. Box 149104 Austin, TX 78714-9104 ATTACH THIS NOTICE TO YOUR BOND. This notice is for infonnation only and does not become a part or a condition of the attached document and is given to comply with Section 2253.048, Government Code, and Section 53.202, Property Code, effective September 1, 2001. DEPARTMENT OF THE ARMY FORT WORTIJ DIS TRICT, CORPS OF ENGINEERS P.O . BOX I 7300 FORT WORTIJ, TEXAS 76102-0300 April 21, 2011 Planning, Environmental, and Regulatory Division Regulatory Branch SUBJECT: Project Number SWF-2011-00200, Proposed Castlegate II Residential Subdivision Development Mr. Frederick Conlin, Jr. CSC Engineering &Environmental Consultants 3407 Tabor Road Bryan, TX 77808 Dear Mr. Conlin: Thank you for your letter received April 18, 2011, concerning a proposal by 3-D Development, LLC to construct a residential development, located in the City of College Station, Brazos County, Texas. This project has been assigned Project Number SWF-2011-00200. Please include this number in all future c01Tespondence concerning this project. Mr. Frederick Land has been assigned as the regulatory project manager for your request and will be evaluating it as expeditiously as possible . You may be contacted for additional information about your request. For your information, please reference the Fort Worth District Regulatory Branch homepage at http://www.swf.usace.army.mil/regulatory and particularly guidance on submittals at http://www.swf.usace.army.mil/pubdata/environ/regulatory/introduction/submital.pdf, and mitigation at http://www.usace.army.mil/CECW/Pages/final_cmr.aspx that may help you supplement your current request or prepare future requests . If you have any questions about the evaluation of your s.ubmittal or would like to request a copy of one of the documents referenced above, please contact Mr. Frederick Land at the address above or telephone (817)886-1729 and refer to your assigned project number. Please note that it is unlawful to start work without a Department of the Army permit if one is required. Please help the Regulatory Program improve its service by completing the survey on the following website: http://per2 .nwp.usace.rumy.mil/survey.html. Stephen L. Brooks Chief, Regulatory Branch Drainage Study SUMMIT CRO SSING SUBIDIVISION PHASE 2B-DETENTION FACILITY College Station Brazos County, Texas TABLE OF CONTENTS: PAGE 1.0 General Information ...•...•.......................................................................•.........•.........••...•..................•.....•.•.. 1 1.1 Scope of Report ....................................................................................................................................... 1 1.2 Site and General Location ....................................................................................................................... 1 1.3 Description of Existing Conditions and Drainage Patterns ..................................................................... 2 1.4 FEMA Information .................................................................................................................................. 2 2.0 Watersheds & Drainage Areas ..•.•..................•........•...•.•.•.•..•..•......•...................•...•.......•.•...•......•........•.......• 3 2.1 Detention Facility Watersheds (Existing Conditions) ............................................................................. 3 2.2 Detention Facility Watersheds (Proposed Conditions) ............................................................................ 3 3.0 Hydrologic Modeling ....•.•.........................................•....•.•...............•......•.........................•....•.................•..... 4 3.1 SCS -TR20 Formula & Methodology .................................................................................................... 4 3.2 Cumulative Precipitation "P" .................................................................................................................. 5 3.3 SCS Runoff Curve Numbers "CN" ......................................................................................................... 6 3.4 Time of Concentration ............................................................................................................................. 6 3 .5 Stormwater Runoff Quantities ................................................................................................................. 7 4.0 Detention Facility & Routing ...........•...........................•............................................•.....•...•..•..........•.•......•.. 8 4.1 Detention Facility Criteria ....................................................................................................................... 8 4 .2 Methodology ............................................................................................................................................ 9 4.3 Detention Facility Configuration ............................................................................................................. 9 4.4 Tailwater Considerations ....................................................................................................................... 10 4.5 Detention Facility Outlet Structure ........................................................................................................ 10 4.6 Routing Results and Conclusions .......................................................................................................... 11 5.0 Certification .................................................................................................................................................. 12 298-0542 Drainage Report-Detention.docx Page -i ·~ , LIST OF TABLES: PAGE Section 3.0 -Hydrologic Modeling Table # 1: Rainfall Depth ........................................................................................................................................ 5 Table #2: Composite Curve Number ...................................................................................................................... 6 Table #3: Tt1 -Overland Sheet Flow ..................................................................................................................... 7 Table #4: T 12 -Shallow and/or Concentrated Flow ................................................................................................ 7 Table #5: Tc Summary ........................................................................................................................................... 7 Table #6: Drainage Basin Runoff Quantities ......................................................................................................... 8 Section 4.0 -Detention Facility Routing Table #7: Detention Facility Routing ................................................................................................................... 11 Table #8: Emergency Spillway Routing ............................................................................................................... 12 298-0542 Drainage Report-Detention.docx Page -ii Summit Crossing, Phase 2B -Detention Facility Drainage Study RME Consulting Engineers July 14 , 2014 appendix of this Drainage Report. These calculated runoff quantities were reviewed and considered reasonable for the studied watershed. TABLE#6 DRAINAGE BASIN RUNOFF QUANTITIES Drainage Drainage Rainfall Area Area Event (Xl) (Pl) (yr) (cfs) (cfs) 2 17.69 19.94 5 25.94 27.56 10 31.72 32.94 25 36.52 37.41 50 43.19 43.67 100 48.88 49.04 4.0 DETENTION FACILITY & ROUTING 4.1 Detention Facility Criteria STORAGE: Drainage Area (P3) (cfs) 2.85 3.95 4.71 5.35 6 .25 7.02 1. The storage ability of the detention facility is such that it can adequately detain the receiving stormwater runoff from upstream drainage areas so that runoff from the project site is controlled to pre-development "existing" conditions. The storage requirements are more fully explained in the following section; 2. The maximum storage depths for design and ultimate conditions shall be as follows: Facility Location Parking Areas Rooftops Landscaped Areas Maximum Depth 0.5 ft 1.0 ft 6.0 ft (see Note #3) 3 . All detention facilities located on natural streams or water courses that are designed with a permanent storage component shall meet all criteria, in terms of design and construction, for Dams and Reservoirs as required by the Texas Commission on Environmental Quality (TCEQ); 4. Detention facilities shall have an additional 10% in storage to account for sedimentation, except those located in parking areas or rooftops. OUTLET STRUCTURES: The detention facility outlet structures are designed so that the system can be drained by means of gravity. Discharge velocities shall be verified that they are below the minimum velocities receivable by the type and nature of the receiving system or attenuated so that they are below these minimums. PHYSICAL CHARACTERISTICS: 298-0542 Drainage Report-Detention.docx Page -8 ' Ill• < . r' " . \ •, .. " .. ' . " ' I ,f t' \ ' . " , . '· . '. '• I ,} ·,• I I . ' I\ ,.. ' . I,, 'i Summit Crossing, Phase 2B -Detention Facility Drainage Study 4.6 Routing Results and Conclusions: RME Consulting Engineers July 14, 2014 Once the project's detention facility and outlet structure was determined, then the hydro graph for Drainage Basins "PI" could be routed through the detention systems. The routing of this hydrograph, for each analyzed rainfall event, was accomplished by means of the Hydrologic/Hydraulic stormwater modeling program HydroCAD. The program mathematically solves for continuity between the detention facility 's storage capabilities, in respect to height versus storage and height versus discharge rate, with the inflow hydrograph and inputted tailwater conditions . HydroCAD -Proposed Conditions Pond Calculations -Pond 1 and its supporting data is contained the "Attachment - Section 4.0 " section of this Drainage Report. An equivalent comparison of pre-development to post-development drainage areas is necessary to verify that the proposed detention facilities are properly attenuating the increased impervious cover runoff. For this project Drainage Area "Xl" is the benchmark runoff values for pre-development conditions. Therefore , routed runoff values from Drainage Area "Pl ", plus undetained Drainage Area "P3", must be less than or equal to the benchmark runoff values . As shown below in Table #7 -"Detention Facility Routing", the designed detention facility systems can accommodate inflow runoff and adequately detain this stormwater so that the facility 's discharge rates are minimally below the "benchmark" discharges (with the exception of the 2-year rainfall event being 0.53 cfs greater than pre-development conditions -considered negligible). 100-year plugged flows to calculate emergency spillway discharges and freeboard are reported below in Table #8 -"Emergency Spillway Routing" and is complete data is found in HydroCAD -Emergency Spillway Calculations -Pond 1 and its supporting data is contained the "Attachment-Section 4.0" section of this Drainage Report. TABLE#7 DETENTION FACILITY ROUTING Routed Benchmark Discharge Undetained Discharge Diff. in Rainfall Pond Pool Rate D .A."P3" Rate Discharge Event Storage Elevation {Pond 1) Discharge D .A. "Xl" Rate (yr) (cu .ft.) (ft) (cfs) Rate (cfs) (cfs) (cfs) 2 5,559 295 .63 15 .37 2.85 17 .69 0.53 5 9 ,211 296 .39 19.75 3.95 25.94 -2 .24 10 12 , 180 296.93 22.71 4.71 31.72 -4.30 2 5 15 ,025 297.40 23 .97 5.35 36.52 -7 .20 50 19 ,294 298 .03 26 .21 6.25 43.19 -10.73 100 23 ,351 298.57 27 .99 7.02 48.88 -13.87 298-0542 Drainage Report-Detention.docx Page -11 r 'J f ,· ... HydroCAD-Existing & Proposed Conditions Drainage Calculations SCP2A-TR20-071414 Type Ill 24-hr 2-Year Rainfal/=4 .50", AMC=3 Prepared by {enter your company name here} Page 1 8/22/2014 HydroCAD® 7 .10 sin 003394 © 2005 HydroCAD Software Solutions LLC Time span=0.00-20 .00 hrs, dt=0.05 hrs, 401 points Runoff by SGS TR-20 method, UH=SCS Reach routing by Star-Ind+ Trans method -Pond routing by Star-Ind method Subcatchment DA-P1: Post-Development P1 Runoff Area=5 .240 ac Runoff Depth>4 .06" Tc=10 .0 min Adjusted CN=98 Runoff=19 .94 cfs 1.774 af Subcatchment DA-P3: Post-Development P3 Runoff Area=0 .750 ac Runoff Depth>4 .06" Tc=10 .0 min Adjusted CN=98 Runoff=2 .85 cfs 0.254 af Subcatchment DA-X1: Pre-Development "X1" Runoff Area=5.420 ac Runoff Depth>3 .1 O" Tc=10 .0 min Adjusted CN=89 Runoff=17 .68 cfs 1.402 af Total Runoff Area= 11.410 ac Runoff Volume= 3.430 af Average Runoff Depth= 3.61" HydroCAD-Existing & Proposed Conditions D ra i nage Calculati ons SCP2A-TR20-071414 Type Ill 24-hr 2-Year Rainfal/=4 . 50", AMC=3 Prepared by {enter your company name here} HydroCAD® 7 .10 sin 003394 © 2005 HydroCAD Software Solutions LLC Subcatchment DA-P1: Post-Development P1 Runoff = 19.94cfs@ 12.14hrs, Volume= 1.774 af, Depth> 4 .06" Runoff by SCS TR-20 method , UH=SCS , Time Span= 0 .00-20 .00 hrs , dt= 0.05 hrs Type Ill 24-hr 2-Year Rainfall=4 .50", AMC=3 Area (ac) CN Description 5.240 93 Post-Development Conditions 5.240 93 Weighted Average, Adjusted for AMC to CN = 98 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 22 21 20 19 18 17 16 15 14 ~ 13 ~ 12 3l 1 1 £ 10 9 8 7 6 5 4 3 2 Direct Entry, Proposed Conditions Subcatchment DA-P1: Post-Development P1 Hydrograph Type Ill 24-hr 2-Year Rainfall=4.50" AMC=3 Runoff Area=S.240 ac Runoff Volume=1.774 af Runoff Depth>4.06" Tc=10.0 min Adjusted CN=98 19.94 cfs 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Page 2 8/22/2014 I-Run off I HydroCAD-Existing & Proposed Conditions Drainage Calculations SCP2A-TR20-071414 Type Ill 24-hr 2-Year Rainfal/=4 .50'~ AMC=3 Prepared by {enter your company name here} HydroCAD® 7.10 sin 003394 © 2005 HydroCAD Software Solutions LLC Subcatchment DA-P3: Post-Development P3 Runoff = 2.85 cfs@ 12.14 hrs, Volume= 0.254 at , Depth> 4 .06 " Runoff by SCS TR-20 method , UH=SCS , Time Span= 0.00-20 .00 hrs , dt= 0 .05 hrs Type 11124-hr 2-Year Rainfall=4 .50", AMC=3 Area (ac) CN Description 0.750 93 Proposed-Development Conditions 0.750 93 Weighted Average, Adjusted for AMC to CN = 98 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 3 2 Direct Entry, Proposed Conditions Subcatchment DA-P3: Post-Development P3 Hydrograph Type Ill 24-hr 2-Year Rai nfall=4.50" AMC=3 Runoff Area=0.750 ac Runoff Volume=0.254 af Runoff Depth>4.06" Tc=10.0 min Adjusted CN=98 2.85 cf'S 01-L.....-_.. ..... ~;;;;:;:;;;:;::;::;:;::;:;:;::;;;;:;::::;:::.,.......,.._..,........,......~.:::::;:::;:;:;;:;:;:;:;:;:;::;;:;;:~ 0 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Page 3 8/22/2014 I-Runoff . HydroCAD-Existing & Proposed Conditions Drainage Calculations SCP2A-TR20-071414 Type Ill 24-hr 2-Year Rainfal/=4 . 50", AMC=3 Prepared by {enter your company name here} HydroCAD® 7 .10 s/n 003394 © 2005 HydroCAD Software Solutions LLC Subcatchment DA-X1: Pre-Development "X1" Runoff = 17 .68 cfs@ 12.14 hrs, Volume= 1.402 af, Depth> 3.1 O" Runoff by SCS TR-20 method , UH=SCS, Time Span= 0 .00-20.00 hrs , dt= 0.05 hrs Type Ill 24-hr 2-Year Rainfall=4.50", AMC=3 Area (ac) CN Description 5.420 77 Pre-Development Conditions 5.420 77 Weighted Average, Adjusted for AMC to CN = 89 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 19 18 17 16 15 14 13 12 i" 11 u ; 10 .E 9 IL. 8 7 6 5 4 3 2 Direct Entry, Existing Conditions Subcatchment DA-X 1: Pre-Development "X 1" Hydrograph 17 .68 cfs Type Ill 24-hr 2-Year Rainfall=4.50" AMC=3 Runoff Area=S.420 ac Runoff Volume=1.402 af Runoff Depth>3.1 O" Tc=10.0 min Adjusted CN=89 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Page4 8/22/2014 I-Runoffi HydroCAD-Existing & Proposed Conditions Drainage Calculations SCP2A-TR20-071414 Type Ill 24-hr 5-Year Rainfal/=6.20", AMC=3 Prepared by {enter your company name here} Pages 8/22/2014 HydroCAD® 7.10 sin 003394 © 2005 HydroCAD Software Solutions LLC Time span=0.00-20 .00 hrs, dt=0.05 hrs, 401 points Runoff by SCS TR-20 method , UH=SCS Reach routing by Stor.,lnd+ Trans method -Pond routing by Stor-lnd method Subcatchment DA-P1: Post-Development P1 Runoff Area=5 .240 ac Runoff Depth>5.68" Tc=10.0 min Adjusted CN=98 Runoff=27 .56 cfs 2.482 af Subcatchment DA-P3: Post-Development P3 Runoff Area=O. 750 ac Runoff Deptt:i>5.68" Tc=10 .0 min Adjusted CN=98 Runoff=3 .95 cfs 0.355 af Subcatchment DA-X1: Pre-Development "X1" Runoff Area=5.420 ac Runoff Depth>4.66" Tc=10.0 min Adjusted CN=89 Runoff=25 .94 cfs 2.105 af Total Runoff Area= 11.410 ac Runoff Volume= 4.943 af Average Runoff Depth= 5.20" HydroCAD-Existing & Proposed Conditions Drainage Calculations SCP2A-TR20-071414 Type Ill 24-hr 5-Year Rainfa//=6. 20 ", AMC=3 Prepared by {enter your company name here} HydroCAD® 7 .10 sin 003394 © 2005 HydroCAD Software Solutions LLC Subcatchment DA-P1: Post-Development P1 Runoff = 27 .56 cfs@ 12 .1 4 hrs, Volume= 2.482 af, Depth> 5.68" Runoff by SCS TR-20 method , UH=SCS , Time Span= 0.00 -20 .00 hrs , dt= 0.05 hrs Type Ill 24-hr 5-Year Rainfall=6.20", AMC=3 Area (ac) CN Description 5.240 . 93 Post-Development Conditions 5.240 93 Weighted Average, Adjusted for AMC to CN = 98 Tc Length Slope Veloc ity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10 .0 30 28 26 24 22 20 -18 /!! ..!:!.. 16 ;: S:! 14 IL 12 10 8 6 4 2 Direct Entry, Proposed Conditions Subcatchment DA-P1: Post-Development P1 Hydrograph 27 .56 cfs Type Ill 24-hr 5-Year Rainfal1=6.20" AMC=3 Runoff Area=S.240 ac Runoff Volume=2.482 af Runoff Oepth>S.68" Tc=10.0 min Adjusted CN=98 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Ti me (hours) Page6 8/22/2014 I-Ru noff j HydroCAD-Existing & Proposed Conditions Drainage Calculations SCP2A-TR20-071414 Type Ill 24-hr 5-Year Rainfal/=6.20': AMC=3 Prepared by {enter your company name here} HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC Subcatchment DA-P3: Post-Development P3 Runoff = 3.95 cfs@ 12.14 hrs, Volume= 0.355 af, Depth> 5.68" Runoff by SCS TR-20 method, UH=SCS , Time Span= 0.00-20 .00 hrs , dt= 0.05 hrs Type Ill 24-hr 5-Year Rainfall=6 .20", AMC=3 Area (ac) CN Description 0.750 93 Proposed-Development Conditions 0 .750 93 Weighted Average, Adjusted for AMC to CN = 98 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10 .0 4 3 Direct Entry, Proposed Conditions Subcatchment DA-P3: Post-Development P3 Hydrograph Type Ill 24-hr 5-Year Rainfall=6.20" AMC=3 Runoff Area=0.750 ac Runoff Volume=0.355 af Runoff Depth>5.68" Tc=10.0 min Adjusted CN=98 3 .95 cfs o-L....-....... ..-.=i.:;::;:;::;;:;:;:;;:;:;:;;;;:;:;:;::;:;:;:;:;:::::;::..,._....,..........,..........,.........,.._,..:;~;:::::;:;:::;:;:;;;:;::;::;::;:;:;:;:;~ 0 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Page7 8/22/2014 I-Runoff~ HydroCAD-Existing & Proposed Conditions Drainage Calculations SCP2A-TR20-071414 Type Ill 24-hr 5-Year Rainfa/1=6.20", AMC=3 Prepared by {enter your company name here} HydroCAD® 7.10 sin 003394 © 2005 HydroCAD Software Solutions LLC Subcatchment DA-X1: Pre-Development "X1" Runoff = 25.94 cfs@ 12.14 hrs, Volume= 2.105 af, Depth> 4 .66" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0 .00-20.00 hrs, dt= 0.05 hrs Type Ill 24-hr 5-Year Rainfall=6 .20", AMC=3 Area (ac} CN Description 5 .420 77 Pre-Development Conditions 5.420 77 Weighted Average, Adjusted for AMC to CN = 89 Tc Length Slope Velocity Capacity Description (min} (feet} (ft/ft} (ft/sec) (cfs} 10.0 Direct Entry, Existing Conditions 28 26 24 22 20 18 i" 16 ~ ~ 14 u:: 12 10 8 6 4 2 Subcatchment DA-X1: Pre-Development "X1" Hydrograph Type Ill 24-hr 5-Year Rai nfal 1=6.20" AMC=3 Runoff Area=S.420 ac Runoff Volume=2.105 af Runoff Depth>4.66" Tc=10.0 min Adjusted CN=89 25.94 cfs oi..~....,..........,...........,.......,._...,..,..;:;:;:;::;:;::;:;:;::;:;::::::;:....,..._.,.........,..........,.,....:::::;:;;::;::;:;:;::;::;:;:;;:;:;;;~ 0 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Page 8 8/22/2014 HydroCAD-Existing & Proposed Conditions Drainage Calculations SCP2A-TR20-071414 Type Ill 24-hr 10-Year Rainfal/=7.40': AMC=3 Prepared by {enter your company name here} Page9 8/2212014 HydroCAD® 7.10 sin 003394 © 2005 HydroCAD Software Solutions LLC Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points Runoff by SCS TR-20 method , UH=SCS Reach routing by Stor-lnd+ Trans method -Pond routing by Stor-lnd method Subcatchment DA-P1: Post-Development P1 Runoff Area=5 .240 ac Runoff Depth>6 .83" Tc=10 .0 min Adjusted CN=98 Runoff=32 .94 cfs 2.982 at Subcatchment DA-P3: Post-Development P3 Runoff Area=O . 750 ac Runoff Depth>6 .83" Tc=10 .0 min Adjusted CN=98 Runoff=4 .71 cfs 0.427 at Subcatchment DA-X1: Pre-Development "X1" Runoff Area=5.420 ac Runoff Depth>5 . 78" Tc=10 .0 min Adjusted CN=89 Runoff=31 .72 cfs 2.609 af Total Runoff Area= 11.410 ac Runoff Volume= 6.018 af Average Runoff Depth= 6.33" HydroCAD-Existing & Proposed Conditions Drainage Calculations SCP2A-TR20-071414 Type 11124-hr 10-Year Rainfal/=7.40", AMC=3 Prepared by {enter your company name here} HydroCAD® 7.10 sin 003394 © 2005 HydroCAD Software Solutions LLC Subcatchment DA-P1: Post-Development P1 Runoff = 32 .94 cfs@ 12 .14 hrs, Volume= 2.982 af, Depth> 6 .83" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type Ill 24-hr 10-Year Rainfall=7.40", AMC=3 Area (ac) CN Description 5.240 93 Post-Development Conditions 5.240 93 Weighted Average, Adjusted for AMC to CN = 98 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 36 34 32 30 28 26 24 22 ~ 20 :i: 18 0 u: 16 14 12 10 8 6 4 Direct Entry, Proposed Conditions Subcatchment DA-P1: Post-Development P1 Hydrograph Type Ill 24-hr 10-Year Rainfall=7 .40" AMC=3 Runoff Area=S.240 ac Runoff Volume=2.982 af Runoff Depth>6.83" Tc=10.0 min Adjusted CN=98 32 .94 cfs 2i......,_..-=;;===:;:;:;:;:;::;:;:;:;:;:;;;::;:;:;:;;;;:;::;:::::::;:::~~,.,..,.,....----=:::::;::::::;;;::;:;:;:;::;:;:;:;:;:;:;:;d 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Page 10 8/22/2014 I-Runoffj HydroCAD-Existing & Proposed Conditions Drainage Calculations SCP2A-TR20-071414 Type Ill 24-hr 10-Year Rainfal/=7.40': AMC=3 Prepared by {enter your company name here} HydroCAD® 7 .10 sin 003394 © 2005 HydroCAD Software Solutions LLC Subcatchment DA-P3: Post-Development P3 Runoff = 4.71 cfs@ 12.14 hrs, Volume= 0.427 af, Depth> 6.83" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20 .00 hrs, dt= 0.05 hrs Type Ill 24-hr 10-Year Rainfall=7.40", AMC=3 Area (ac) CN Description 0.750 93 Proposed-Development Conditions 0.750 93 Weighted Average, Adjusted for AMC to CN = 98 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Proposed Conditions Subcatchment DA-P3: Post-Development P3 Hydrograph 5 4.71 cfs Type Ill 24-hr 10-Year 4 -Rainfall=7 .40" AMC=3 2 Runoff Area=0.750 ac Runoff Volume=0.427 af Runoff Depth>6.83" Tc=10.0 min Adjusted CN=98 o.:L......,._.,_....-;:~;:;:;:;::;:;:;;:;;;:;::;:;:::::;:;:;:::::::;~--r-.........,.......,~~;:::::;:::::;:;:;;:;:;:;:;:;~ 0 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Page 11 8/22/2014 1-Runoffj HydroCAD-Existing & Proposed Conditions Drainage Calculations SCP2A-TR20-071414 Type 11124-hr 10-Year Rainfal/=7.40'~ AMC=3 Prepared by {enter your company name here} HydroCAD® 7 .1 O sin 003394 © 2005 HydroCAD Software Solutions LLC Subcatchment DA-X1: Pre-Development "X1" Runoff = 31 .72 cfs@ 12.14 hrs, Volume= 2.609 af, Depth> 5. 78" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type Ill 24-hr 10-Year Rainfall=7.40", AMC=3 Area (ac) CN Description 5 .420 77 Pre-Development Conditions 5.420 77 Weighted Average, Adjusted for AMC to CN = 89 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Existing Conditions 34 32 30 28 26 24 22 ~ 20 u -18 :r: £ 16 14 12 10 8 6 4 Subcatchment DA-X 1: Pre-Development "X 1" Hydrograph Type Ill 24-hr 10-Year Rainfall=7 .40" AMC=3 Runoff Area=S.420 ac Runoff Volume=2.609 af Runoff Depth>5. 78" Tc=10.0 min Adjusted CN=89 31 .72cfs ~.l.. ............................................ ..-,....:i:;:;;:;;:;:;::;::;:::;:;::::::.... .............................. ...=:::::::::::::;:;:;;:;:;::;::;:;:;=:;J 0 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Page 12 8/22/2014 I-Runoffi SCP2A-TR20-071414 Type Ill 24-hr 25-Year Rainfal/=8.40': AMC=3 Prepared by {enter your company name here} Page 13 8/22/2014 HydroCAD® 7 .10 sin 003394 © 2005 HydroCAD Software Solutions LLC Time span=0.00-20.00 hrs, dt=0 .05 hrs, 401 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-lnd+ Trans method -Pond routing by Stor-lnd method Subcatchment DA-P1: Post-Development P1 Runoff Area=5 .240 ac Runoff Depth> 7. 78 " Tc=10.0 min Adjusted CN=98 Runoff=37.41 cfs 3.399 af Subcatchment DA-P3: Post-Development P3 Runoff Area=0 .750 ac Runoff Depth>7 .78" Tc=10 .0 min Adjusted CN=98 Runoff=5.35 cfs 0.487 af Subcatchment DA-X1: Pre-Development "X1" Runoff Area=5 .420 ac Runoff Depth>6 .71 " Tc=10 .0 min Adjusted CN=89 Runoff=36 .52 cfs 3.031 af Total Runoff Area= 11.410 ac Runoff Volume= 6.917 af Average Runoff Depth= 7.27" HydroCAD-Existing & Proposed Conditions Drainage Calculations SCP2A-TR20-071414 Type Ill 24-hr 25-Year Rainfal/=8.40'~ AMC=3 Prepared by {enter your company name here} HydroCAD® 7 .10 sin 003394 © 2005 HydroCAD Software Solutions LLC Subcatchment DA-P1: Post-Development P1 Runoff = 37.41 cfs@ 12.14 hrs, Volume= 3.399 at, Depth> 7 .78" Runoff by SCS TR-20 method, UH=SCS , Time Span= 0.00-20 .00 hrs, dt= 0.05 hrs Type Ill 24-hr 25-Year Rainfall=8.40", AMC=3 Area (ac) CN Description 5.240 93 Post-Development Conditions 5.240 93 Weighted Average, Adjusted for AMC to CN = 98 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 40 38 36 34 32 30 28 26 :!" 24 ~ 22 ~ 20 u:: 18 16 14 12 10 8 6 4 Direct Entry, Proposed Conditions Subcatchment DA-P1: Post-Development P1 Hydrograph Type Ill 24-hr 25-Year Rainfall=S.40" AMC=3 Runoff Area=S.240 ac Runoff Volume=3.399 af Runoff Depth>7.78" Tc=10.0 min Adjusted CN=98 37.41 cfs 2i-~..,.....;:;:;:;:;:;::r:;:;:;~~;::;:;:;::::;:::;::::;::~....,...........,....,....,....~::::::::;:::::;:;:;;;:;:;::;:;:;:;:;:;:d 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Page 14 8/22/2014 HydroCAD-Existing & Proposed Conditions Drainage Calculations SCP2A-TR20-071414 Type Ill 24-hr 25-Year Rainfa/1=8.40': AMC=3 Prepared by {enter your company name here} HydroCAD® 7 .10 sin 003394 © 2005 HydroCAD Software Solutions LLC Subcatchment DA-P3: Post-Development P3 Runoff = 5.35 cfs@ 12.14 hrs, Volume= 0.487 af, Depth> 7.78" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type 11124-hr 25-Year Rainfall=8.40", AMC=3 Area (ac) CN Description 0.750 93 Proposed-Development Conditions 0.750 93 Weighted Average, Adjusted for AMC to CN = 98 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 5 4 2 Direct Entry, Proposed Conditions Subcatchment DA-P3: Post-Development P3 Hydrograph Type Ill 24-hr 25-Year Rainfall=S.40" AMC=3 Runoff Area=O. 750 ac Runoff Volume=0.487 af Runoff Depth>7.78" Tc=10.0 min Adjusted CN=98 5.35 cfs oi---....-~:;:;:;:;:;::;:;:;:;:;::;:;;;:;;:;:;:::;;::;:;:::::::::......,....~_,.........,..:=::~::;;:;;:;:;:;:;:;;:;~ 0 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) ·Page 15 8/22/201~ I-Runoffj HydroCAD-Existing & Proposed Conditions Drainage Calculations SCP2A-TR20-071414 Type 11124-hr 25-Year Rainfal/=8.40': AMC=3 Prepared by {enter your company name here} HydroCAD® 7.10 sin 003394 © 2005 HydroCAD Software Solutions LLC Subcatchment DA-X1: Pre-Development "X1" Runoff = 36.52 cfs@ 12.14 hrs, Volume= 3.031 af, Depth> 6.71" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs , dt= 0.05 hrs Type Ill 24-hr 25-Year Rainfall=8.40", AMC=3 Area (ac) CN Description 5.420 77 Pre-Development Conditions 5.420 77 Weighted Average, Adjusted for AMC to CN = 89 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 40 38 36 34 32 30 28 26 -24 ~ 22 ~ 20 £ 18 16 14 12 10 8 6 4 Direct Entry, Existing Conditions Subcatchment OA-X1: Pre-Development "X1" Hydrograph Type Ill 24-hr 25-Year Rainfall=S.40" AMC=3 Runoff Area=S.420 ac Runoff Volume=3.031 af Runoff Depth>&. 71" Tc=10.0 min Adjusted CN=89 36.52 cfs 2t,.......,..........,..........,. __ _...,.....,...;;;:;:;:;::;;:;:;:;:;:;::;::;:::::.._..... ....... ,........,,.,...,., ....... ....::::;:;::;;:;:;:;:;:;:;:;:;:;:;:;:;~ 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Page 16 8/22/2014 I-Runoff. HydroCAD-Existing & Proposed Conditions Drainage Calculations SCP2A-TR20-071414 Type Ill 24-hr 50-Year Rainfal/=9. 80'~ AMC=3 Prepared by {enter your company name here} Page 17 8/22/2014 HydroCAD® 7 .10 sin 003394 © 2005 HydroCAD Software Solutions LLC Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points Runoff by SCS TR-20 method , UH=SCS Reach routing by Stor-lnd+ Trans method -Pond routing by Stor-lnd method Subcatchment DA-P1: Post-Development P1 Runoff Area=5 .240 ac Runoff Depth>9.12" Tc=10.0 min Adjusted CN=98 Runoff=43 .67 cfs 3.983 af Subcatchment DA-P3: Post-Development P3 Runoff Area=0.750 ac Runoff Depth>9 .12" Tc=10 .0 min Adjusted CN=98 Runoff=6 .25 cfs 0.570 af Subcatchment DA-X1: Pre-Development "X1" Runoff Area=5.420 ac Runoff Depth>8 .03" Tc=10.0 min Adjusted CN=89 Runoff=43 .19 cfs 3.625 af Total Runoff Area= 11.410 ac Runoff Volume= 8.178 af Average Runoff Depth= 8.60" HydroCAD-Existing & Proposed Conditions Drainage Calculations SCP2A-TR20-071414 Type Ill 24-hr 50-Year RainfaJ/=9. 80'~ AMC=3 Prepared by {enter your company name here} HydroCAD® 7.10 sin 003394 © 2005 HydroCAD Software Solutions LLC Subcatchment DA-P1: Post-Development P1 Runoff = 43 .67 cfs@ 12.14 hrs, Volume= 3.983 af, Depth> 9.12" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs , dt= 0.05 hrs Type Ill 24-hr 50-Year Rainfall=9.80", AMC=3 Area (ac) CN Description 5.240 93 Post-Development Conditions 5.240 93 Weighted Average, Adjusted for AMC to CN = 98 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 48 46 44 42 40 38 36 34 32 30 iii 28 ~26 ~ 24 £ 22 20 18 16 14 12 10 8 6 4 Direct Entry, Proposed Conditions Subcatchment DA-P1: Post-Development P1 Hydrograph Type Ill 24-hr 50-Year Rai nfal 1=9 .80" AMC=3 Runoff Area=S.240 ac Runoff Volume=3.983 af Runoff Depth>9.12" Tc=10.0 min Adjusted CN=98 43.67 cfs 2i.._,..~~~~=:::::-~~~=~~ 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Page 18 8/22/2014 I-Runoff~ HydroCAD-Existing & Proposed Conditions Drainage Calculations SCP2A-TR20-071414 Type Ill 24-hr 50-Year Rainfal/=9. 80", AMC=3 Prepared by {enter your company name here} HydroCAD® 7.10 sin 003394 © 2005 HydroCAD Software Solutions LLC Subcatchment DA-P3: Post-Development P3 Runoff = 6.25 cfs@ 12.14 hrs, Volume= 0.570 af, Depth> 9.12" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20 .00 hrs, dt= 0.05 hrs Type Ill 24-hr 50-Year Rainfall=9.80", AMC=3 Area (ac) CN Description 0 .750 93 Proposed-Development Conditions 0.750 93 Weighted Average, Adjusted for AMC to CN = 98 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) {ft/sec) (cfs) 10.0 Direct Entry, Proposed Conditions Subcatchment DA-P3: Post-Development P3 Hydrograph 7 6 .25 cfs 6 Type Ill 24-hr 50-Year 5 Rainfall=9.80" AMC=3 l 4 Runoff Area=0.750 ac .!:!.. Runoff Volume=0.570 af ~ u:: 3 Runoff Depth>9.12" 2 Tc=10.0 min Adjusted CN=98 01.:L....-...... ~::;;;::;:;;:;;:;:;:;:;:;;:;:;:;:;:;:;::;:;::;::::;:::.....,.,.......,...~.....,....::::::;:::;:;::;:;;;:;;:;:;:;;:;~ 0 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Page 19 8/2212014 1-Runoffj HydroCAD-Existing & Proposed Conditions Drainage Calculations SCP2A-TR20-071414 Type Ill 24-hr 50-Year Rainfal/=9 . 80'~ AMC=3 Prepared by {enter your company name here} HydroCAD® 7 .10 sin 003394 © 2005 HydroCAD Software Solutions LLC Subcatchment DA-X1: Pre-Development "X1" Runoff = 43.19 cfs@ 12.14 hrs, Volume= 3 .625 af, Depth> 8 .03" Runoff by SCS TR-20 method , UH=SCS , Time Span= 0 .00-20.00 hrs , dt= 0.05 hrs Type Ill 24-hr 50-Year Rainfall=9 .80 ", AMC=3 Area (ac) CN Description 5.420 77 Pre-Development Conditions 5.420 77 Weighted Average, Adjusted for AMC to CN = 89 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Existing Conditions Subcatchment DA-X1: Pre-Development "X1" Hydrograph 4 8_.-~~~~~~~~~~~~~~~~~~~~~~~~~~~-, 46 44 42 40 38 36 34 32 30 .., 28 ~ 26 ~ 24 !2 22 u. 20 18 16 14 12 10 8 6 4 Type Ill 24-hr 50-Year Rainfall=9.80" AMC=3 Runoff Area=S.420 ac Runoff Volume=3.625 af Runoff Depth>S.03" Tc=10.0 min Adjusted CN=89 43.19 cfs ~i....,.........,..........,.,,_.,._~.:;=;=;:;:;;::;::;:;::;:;::;:;::~::::::......, ___ .,.........,....~:::::;:;::;:;:::;:;:;::;:;:;;:;::;:;:;:;:;:J 0 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Page 20 8/22/2014 I-Runoff . HydroCAD-Existing & Proposed Conditions Drainage Calculations SCP2A-TR20-071414 Type Ill 24-hr 100-Year Rainfall= 11. 00'~ AMC=3 Prepared by {enter your company name here} Page 21 8/22/2014 HydroCAD® 7 .10 sin 003394 © 2005 HydroCAD Software Solutions LLC Time span=0.00-20 .00 hrs, dt=0.05 hrs, 40~ points Runoff by SCS TR-20 method , UH=SCS Reach routing by Stor-lnd+ Trans method -Pond routing by Stor-lnd method Subcatchment DA-P1: Post-Development P1 Runoff Area=5 .240 ac Runoff Depth>10.27" Tc=10.0 min Adjusted CN=98 Runoff=49 .04 cfs 4.483 af Subcatchment DA-P3: Post-Development P3 Runoff Area=0 .750 ac Runoff Depth>10 .27 " Tc=10.0 min Adjusted CN=98 Runoff=7 .02 cfs 0.642 af Subcatchment DA-X1: Pre-Development "X1" Runoff Area=5 .420 ac Runoff Depth>9 .16" Tc=10.0 min Adjusted CN=89 Runoff=48 .88 cfs 4 .136 af Total Runoff Area= 11.410 ac Runoff Volume= 9.261 af Average Runoff Depth= 9.74" HydroCAD-Existing & Proposed Conditions Drainage Calculations SCP2A-TR20-071414 Type 11124-hr 100-Year Rainfal/=11.00", AMC=3 Prepared by {enter your company name here} HydroCAD® 7.10 sin 003394 © 2005 HydroCAD Software Solutions LLC Subcatchment DA-P1: Post-Development P1 Runoff = 49.04 cfs@ 12 .14 hrs, Volume= 4.483 af, Depth>10.27" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type Ill 24-hr 100-Year Rainfall=11 .00", AMC=3 Area (ac) CN Description 5.240 93 Post-Development Conditions 5.240 93 Weighted Average, Adjusted for AMC to CN = 98 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Proposed Conditions 54 52 50 48 46 44 42 40 38 36 34 -32 ~ 30 -28 ~ 26 ii: 24 22 20 18 16 14 12 10 8 6 4 Subcatchment DA-P1: Post-Development P1 Hydrograph Type 11124-hr 100-Year Rainfall=11.00" AMC=3 Runoff Area=S.240 ac Runoff Volume=4.483 af Runoff Depth>10.27" Tc=10.0 min Adjusted CN=98 49 .04 cfs ~L-~~=;;;;;;;::;:;::;;:;:;:;:;;:;:;;;;:;:;;:;::;:;:;:;:;:::;:;:::::::: ........ ._.... ......... ...,....~:::::;:::;:;:;:;:;:;:;;;::;::;::;:;:;:;;:;:;:l 0 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Page 22 8/22/2014 I-Runoff I HydroCAD-Existing & Proposed Conditions Drainage Calculations SCP2A-TR20-071414 Type 11124-hr 100-Year Rainfa/1=11.00", AMC=3 Prepared by {enter your company name here} HydroCAD® 7 .10 sin 003394 © 2005 HydroCAD Software Solutions LLC Subcatchment DA-P3: Post-Development P3 Runoff = 7 .02 cfs@ 12 .14 hrs, Volume= 0.642 af, Depth>10.27" Runoff by SCS TR-20 method, UH=SCS , Time Span= 0.00-20 .00 hrs, dt= 0.05 hrs Type Ill 24-hr 100-Year Rainfall=11 .00", AMC=3 Area (ac) CN Description 0.750 93 Proposed-Development Conditions 0.750 93 Weighted Average, Adjusted for AMC to CN = 98 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Proposed Conditions Subcatchment DA-P3: Post-Development P3 Hydrograph 7.02 cfs 7 Type Ill 24-hr 100-Year 6 Rainfall=11.00" 5 AMC=3 i Runoff Area=O. 750 ac ~ 4 Runoff Volume=0.642 af ~ u: Runoff Depth>10.27" 3 Tc=10.0 min 2 Adjusted CN=98 oL.....-~~:;:p;::;:;:;;:;:;:;;::;:;:;::;:;::;:;;;;;:::::;::::;::.......,...._,....~.....,...:::;::::;::;;:;:;:;:;;:;:;::;:;;:;~ 0 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Page 23 8/22/2014 I -Runoff. HydroCAD-Existing & Proposed Conditions Drainage Calculations SCP2A-TR20-071414 Type Ill 24-hr 100-Year Rainfall= 11 . OO': AMC=3 Prepared by {enter your company name here} HydroCAD® 7.10 sin 003394 © 2005 HydroCAD Software Solutions LLC Subcatchment DA-X1: Pre-Development "X1" Runoff = 48.88 cfs@ 12.14 hrs, Volume= 4 :136 af, Depth> 9 .16" Runoff by SCS TR-20 method , UH=SCS , Time Span= 0 .00-20 .00 hrs, dt= 0.05 hrs Type 11124-hr 100-Year Rainfall=11 .00", AMC=3 Area (ac) CN Description 5.420 77 Pre-Development Conditions 5.420 77 Weighted Average, Adjusted for AMC to CN = 89 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 54 52 50 48 46 44 42 40 38 36 34 -32 -tl 30 -28 £ ~~ 22 20 18 16 14 12 10 8 6 4 Direct Entry, Existing Conditions Subcatchment DA-X1: Pre-Development "X1" Hydrograph Type Ill 24-hr 100-Year Rainfall=11.00" AMC=3 Runoff Area=S.420 ac Runoff Volume=4.136 af Runoff Depth>9.16" Tc=10.0 min Adjusted CN=89 48 .88 cfs ~l.... ................... ...--"1..-...-;::;:::;::;:;:::;:;:::;:;:;:;:;:;:::;:;::;:::::::::... ...................................... _........:::=:::::;:;:;:;:;;::;;;:;:;;:;l 0 2 3 4 5 6 7 8 9 10 11 Time (hours) 12 13 14 15 16 17 18 19 20 Page 24 8/22/2014 I-Runoffi SECTION IX APPENDIX D -TECHNICAL; DESIGN SUMMARY Part 2 -Proiect Administration l Start (Page 2.1) Engineering and Des ign Professionals Info rmation Engineering Firm Name and Address : Jurisdiction RME eo.,..~n .. -c 1 r-.s<:x ~Gr-1 N~ City: Bryan p,c, Yb'=>"')( °1'2-S~ >< College Station Cot..\...~ ..... S-tA-r~ 1 l'I\.. 778Y'2... Date of Submittal: 7 J / I Y 1'-f Lead Engineer's Name and Contact lnfo.(phone , e-mail, fax): Other: 12A~-N A· w'\e-cc.A t...F, f'. E-. Supporting Engineering I Consulting Firm(s): Other contacts: Developer I Owner I Aoplicant Information Phone and e-mail : Developer I A~licant Name and Address : N1~~-r€:. ~F-~'EW'E.\....Qrm&-N-r q-zct -2te-eo17s J\ V'fl ~1'-5"\'€. "2.. L. '1 ~ G:rrYIA \ L. . ( \SW\ Property Owner(s) if not Developer I Applicant (&address): Phone and e-mail : Project Identification Development Name: S0rt\V'l\n Ce.~1,..1 ~ I Pt+ '2.B 'Pcr'1D Is subject property a site project, a single-phase subdivision , or part of a multi -phase subdivision? If multi -phase, subject property is phase 2. of .3 Legal description of subject property (phase) or Project Area: (see Section 11 , Paragraph B-3a) If subject property (phase) is second or later phase of a project, describe general status of all earli er phases. For most recent earlier phase Include submittal and review dates. ?'rt ZA-(.)Ne~ C<::NS>-r~ u c...-r' cf'...! General Location of Project Area, or subject property (phase): /,..t>CA-re... le -rH£.. Nce.-n..\ Or Pl-\ 2.A In City Limits? Bryan : acres. College Station : 0-'-iS-acres. STORMWATER DESIGN GUIDELINES Effective February 2007 Extraterritorial Jurisdiction (acreage): Bryan: College Station : Acreage Outside ET J : Page 3 of26 APPENDIX. D : TECH . DESIGN SUMMARY As Rev ised August 2012 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 2 -Project Administration I Continued (page 2.2) Project Identification (continued) Roadways abutting or within Project Area or Abutting tracts, platted land, or built subject property: developments: Named Regulatory Watercourse(s) & Watershed(s): Tributary Basin(s): Plat Information For Project or Subject Property (or Phase) Preliminary Plat File #: Final Plat File#: Date : Name: Status and Vol/Pg : If two plats, second name: File#: Status: Date: Zoning Information For Project or Subject Property (or Phase) Zoning Type: Existing or Proposed? Case Code: Case Date Status: Zoning Type : Existing or Proposed? Case Code : Case Date Status: Stormwater Management Planning For Project or Subject Property (or Phase) Planning Conference(s) & Date(s): Participants: Preliminary Report Required? Submittal Date Review Date Review Comments Addressed? Yes --No --In Writing? When? Compliance With Preliminary Drainage Report. Briefly describe (or attach documentation explaining) any deviation(s) from provisions of Preliminary Drainage Report, if any. STORMWATER DESIGN GUIDELINES Effective February 2007 Page4 of26 APPENDIX. D : TECH. DESIGN SUMMARY As Revised August 2012 SECTION IX APPENDIX D ....: TECHNICAL DESIGN SUMMARY Part 2 -Project Administration I Continued (page 2 .3) Coordination For Project or Subject Property (or Phase) Note: For any Coordination of stormwater matters indicated below, attach documentation describing and substantiating any agreements, understandings, contracts , or approvals. Coordination Dept. Contact: Date : Subject: With Other ·. Departments of Jurisdiction City (Bryan or College Station) Coordination With Summarize need(s) & actions taken (include contacts & dates): Non-jurisdiction City Needed? Yes __ Nol Coordination with Summarize need(s) & actions taken (include contacts & dates): Brazos County Needed? Yes --NoL Coordination with Summarize need(s) & actions taken (i nclude contacts & dates): TxDOT Needed? Yes No X -- Coordination with Summarize need(s) & actions taken (include contacts & dates): TAMUS Needed? Yes No )( .. -- Permits For Project or Subject Property (or Phase) As to stormwater management , are permits required for the proposed work from any of the entities listed below? If so, summarize status of efforts toward that obiective in soaces below. Entity Permitted or Status of Actions (include dates) Approved? US Army Crops of Engineers No Js._ Yes - US Environmental ' Protection Agency No L. Yes_ Texas Commission on Environmental Quality Sv.)f>3 P'2.bvtD~ No --Yes_L Brazos River Authority No_L Yes_ STORMWATER DESIGN GUIDELINES Effective February 2007 Page 5 of26 APPENDIX . D : TECH . DESIGN SUMMARY As Revised August 2012 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 3 -Pro~ertv Characteristics I Start (Page 3.1) Nature and Scope of Proposed Work Existing: Land proposed for development currently used , including extent of impervious cover? t-J/A Site __ Redevelopment of one platted lot, or two or more adjoining platted lots. Development __ Building on a single platted lot of undeveloped land . Project __ Building on two or more platted adjoining lots of undeveloped land. (select all __ Building on a single lot, or adjoining lots, where proposed plat will not form applicable) a new street (but may include ROW dedication to existing streets). __ Other (explain): Subdivision __ Construction of streets and utilities to serve one or more platted lots. Development _x_ Construction of streets and utilities to serve one or more proposed lots on Project lands represented by pending plats. Site projects: building use(s), approximate floor space, impervious cover ratio. Describe Subdivisions: number of lots by general type of use, linear feet of streets and Nature and drainage easements or ROW. Size of Pro12osed Project Is any work planned on land that is not platted If yes, explain: or on land for which platting is not pending? ~\z..N"\~ ~l\...1.. .. ~e... --No ~Yes 'i)?&)\crc'.£.0 ~ D<2A-\....l~ FEMA Floodplains Is any part of subject property abutting a Named Regulatory Watercourse !No~ Yes __ (Section II, Paragraph 81) or a tributary thereof? Is any part of subject property in floodplain jNo_L Yes Rate Map 2-ZoE._ area of a FEMA-regulated watercourse? -- Encroachment(s) Encroachment purpose(s): __ Building site(s) __ Road crossing(s) into Floodplain areas planned? __ Utility crossing(s) __ Other (explain): No _x_ Yes -- If floodplain areas not shown on Rate Maps, has work been done toward amending the FEMA- approved Flood Study to define allowable encroachments in proposed areas? Explain. N/h STORMWATER DESIGN GUIDELINES Effective February 2007 Page 6 of26 APPENDIX. D: TECH . DESIGN SUMMARY As Revised August 2012 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 3 -Progertv Characteristics I Continued (Page 3 .2) Hydrologic Attributes of Subject Property (or Phase) Has an earlier hydrologic analysis been done for larger area including subject property? Yes Reference the study (&date) here, and attach copy if not already in City files. x BJ\"()1'/\ i-r C~S.\Nb-I Pi-t 1-(DPn~ 3 /n Joe:.) Is the stormwater management plan for the property in substantial conformance with the earlier study? Yes x. No If not, explain how it differs. No If subject property is not part of multi-phase project, describe stormwater management plan for the property in Part 4. --If property is part of multi-phase project, provide overview of stormwater management plan for Project Area here. In Part 4 describe how plan for subject property will comply therewith . Do existing topographic features on subject property store or detain runoff? ~ No --Yes Describe them (include approximate size, volume, outfall , model, etc). Any known drainage or flooding problems in areas near subject property? _x_ No --Yes Identify: Based on location of study property in a watershed, is Type 1 Detention (flood control) needed? (see Table B-1 in Appendix B) __)(_ Detention is required. --Need must be evaluated . __ Detention not required . What decision has been reached? By whom? RVV\~ C(:)r-t$o\.. 11 NC::r ~f:=;\1...11&.~S If the need for How was determination made? Type 1 Detention 'f<.e. t.-€>0 €.. Pte..E -Q '2.k-re:.s. must be evaluated : lO STORMWATER DESIGN GUIDELINES Effective February 2007 Page 7 of26 APPENDIX . D : TECH. DESIGN SUMMARY As Revised August 2012 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 3 -Pro~rtv Characteristics I Continued (Page 3.3) Hydrologic Attributes of Subject Property (or Phase) (continued) Does subj ect property straddle a Watershed or Basin divide? _2C_No --Yes If yes , describe splits below. In Part 4 describe desian concept for handlinQ this. Watershed or Basin Larger acreage Lesser acreage Above-Project Areas(Section II, Paragraph 83-a} Does Project Area (project or phase} receive runoff from upland areas? X No --Yes Size(s} of area(s} in acres: 1} 2) 3) 4) Flow Characteristics (each instance) (overland sheet, shallow concentrated, recognizable concentrated section(s}, small creek (non-regulatory}, regulatory Watercourse or tributary); Flow determination: Outline hydrologic methods and assumptions: Does storm runoff drain from public easements or ROW onto or across subject property? --No --Yes If yes , describe facilities in easement or ROW: Are changes in runoff characteristics subject to change in future? Explain Conveyance Pathways (Section 11, Paragraph C2) Must runoff from study property drain across lower properties before reaching a Regulatory Watercourse or tributary? No Yes Describe length and characteristics of each conveyance pathway(s). Include ownership of property(ies). STORMWATER DESIGN GUIDELINES Effective February 2007 Page 8 of26 .. APPENDIX . D : TECH . DESIGN SUMMARY As Revised August 2012 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 3 -ProRertv Characteristics I Continued (Page 3 .4) Hydrologlc Attributes of Subject Property (or Phase) (continued) Conveyance Pathways (continued) Do drainage If yes, for what part of length? % Created by? __ plat, or easements __ instrument. If instrument(s), describe their provisions. exist for any part of . pathway(s)? XNo Yes -- Where runoff must cross lower properties, describe characteristics of abutting lower property(ies). (Existing watercourses? Easement or Consent aquired?) f ')(.1=r-r \ r-JC::r 'W F-\..t.--'0£-F\"' ~ C«..~E>-.~ Pathway Areas Describe any built or improved drainage facilities existing near the property (culverts, bridges, lined channels, buried conduit , swales , detention ponds, etc). Nearby Drainage Do any of these have hydrologic or hydraulic influence on proposed stormwater Facilities design? --No --Yes If yes, e.xplain : • STORMWATER DESIGN GUIDELINES Effective February 2007 Page 9 of26 APPENDIX . D : TECH . DESIGN SUMMARY As Revised August 2012 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Conceet and Design Parameters I Start (Page 4.1) Stormwater Management Concept Discharge(s) From Upland Area(s) If runoff is to be received from upland areas, what design drainage features will be used to accommodate it and insure it is not blocked by future development? Describe for each area, flow section, or discharge point. f>1+"2A 7C . IN 'f'._N..) JA'Z.A1~~ 5o-r~ £ ~(\e.,....10!ZO f"~-rYL j?P--t ,z.,rt \ c:-N f>c:>1'-l.P. Discharge(s) To lower Property(ies) (Section 11, Paragraph E1) Does project include drainage features (existing or future) proposed to become public via platting? No Yes Separate Instrument? No X Yes Per Guidelines reference above, how will __ Establishing Easements (Scenario 1) runoff be discharged to neighboring property(ies)? __x_ Pre-development Release (Scenario 2) Combination of the two Scenarios -- Scenario 1: If easements are proposed , describe where needed , and provide status of actions on each . (Attached Exhibit # ) Scenario 2: Provide general description of how release(s) will be managed to pre-development conditions (detention, sheet flow, partially concentrated, etc.). (Attached Exhibit# ) fY\E.-r~ .&-1 CuW\f~ °'"" J) \S.C..~ 1~-rl:;:) V"fSLt,... -~'£,Fl 1'.il!..c> C.fl...£-e-~. Combination: If combination is proposed, explain how discharge will differ from pre- development conditions at the property line for each area (or point) of release . If Scenario 2 , or Combination are to be used, has proposed design been coordinated with owner(s) of receiving property(ies)? documentation. STORMWATER DESIGN GUIDELINES Effective February 2007 No Page 10 of 26 --Yes Explain and provide APPENDIX. D: TECH . DESIGN SUMMARY As Revised August 2012 SECTI ON IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage ConceRt and Design Parameters I Continued (Page 4.2) Stonnwater Management Concept (continued) Within Project Area Of Multi-Phase Project Identify gaining Basins or Watersheds and acres shifting: Will project result in shifting runoff between Basins or between What design and mitigation is used to compensate for increased runoff Watersheds? from gaining basin or watershed? _25._No Yes -- How will runoff from Project 1. __ With facility(ies) involving other development projects. Area be mitigated to pre-2 . __ Establishing features to serve overall Project Area. development conditions? Select any or all of 1, 2 , 3 . __ On phase (or site) project basis within Project Area . and/or 3 , and explain below. 1. Shared facility (type & location of facility ; design drainage area served ; relationship to size of Project Area): (Attached Exhibit# ) 2 . For Overall Project Ar~a (type & location of facilities): (Attached Exhibit# ) 3. By phase (or site) project: Describe planned mitigation measures for phases (or sites) in subsequent questions of this Part . Are aquatic echosystems proposed? __ No --Yes In which phase(s) or project(s)? <'-· -0 Q) Ul c: Q) iii >-Are other Best Management Practices for reducing stormwater pollutants proposed? 0: No Yes Summarize type of BMP and extent of use: Ul -- --c: Cl "iii Q) 0 Oz !xi If design of any runoff-handling facilities deviate from provisions of B-CS Technical Specifications, check type facility(ies) and explain in later questions. Q) --Detention elements --Conduit elements --Channel features ..... <( Swales Ditches Inlets __ Valley gutters __ Outfalls ------ --Culvert features __ Bridges Other STORMINATER DESIGN GUIDELINES Effective February 2007 Page 11of26 APPENDIX. D : TECH . DESIGN SUMMARY As Revised August 2012 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Concept and Design Parameters I Continued (Page 4 .3) Stonnwater Management Concept (continued) Within Project Area Of Multi-Phase Project (continued) Will Project Area include bridge(s) or culvert(s)? ~No __ Yes Identify type and general size and In wh ich phase(s). If detention/retention serves (will serve) overall Project Area, descri be how it relates to subject phase or site project (physical location, conveyance pathway(s). construction sequence): Within Or Serving Subject Property (Phase, or Site) If property part of larger Project Area , is design in substantial conformance with earlier analysis and report for larger area? __ Yes No, then summarize the difference(s): Identify whether each of the types of drainage features listed below are included , extent of use , and general characteristics . Typical shape? I Surfaces? Steepest side slopes: I Usual front slopes: I Usual back slopes: Flow line slopes: least. ___ _ Typical distance from travelway: typical greatest ___ _ (Attached Exhibit# ) Are longitudinal culvert ends in compliance with B-CS Standard Specifications? ___ Yes No , then explai n: At intersections or otherwise , do valley gutters cross arterial or collector streets? ___ No __ Yes If yes explain: Are valley gutters proposed to cross any street away from an intersection? __ No __ Yes Explain : (number of locations?) STORMWATER DESIGN GUIDELINES Effective February 2007 Page 12 of 26 APPENDIX. D : TECH . DESIGN SUMMARY As Revised August 2012 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage ConceQt and Design Parameters . I Continued (Page 4.4) Stonnwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Gutter line slopes: Least Usual Greatest Are inlets recessed on arterial and collector streets? --Yes --No If "no", identify where and why. Will inlets capture 10-year design stormflow to prevent flooding of intersections (arterial with arterial or collector)? _' _ Yes __ No If no, explain where and why not. C'· "C Q) (/) Will inlet size and placement prevent exceeding allowable water spread for 10-year ::::i ..... design storm throughout site (or phase)? Yes __ ·No If no , explain. Q) :::: --::::i Cl "C -c: -0 ro U> Sag curves: Are inlets placed at low points? Yes No Are inlets and ..0 ~ -- --..... ·-conduit sized to prevent 100-year stormflow from ponding at greater than 24 inches? ::::i .... 0 c: Yes No Explain "no" answers. ;8 ----·3- .!!} Q) Q) ..... ii) ~ Will 100-yr stormflow be contained in combination of ROW and buried conduit on <( whole length of all streets? Yes No If no, describe where and why. ---- Do designs for curb, gutter, and inlets comply with B-CS Technical Specifications? Yes --No If not, describe difference(s) and attach justification. Are any 12-inch laterals used? __ No --Yes Identify length(s) and where used . C'· -0 Pipe runs between system I Typical Longest Q) (/) (/) Q) access points (feet): ::::i >- ii Are junction boxes used at each bend? --Yes --No If not, explain where and why. (/) .5 0 ~z i>1 Are downstream soffits at or below upstream soffits? Least amount that hydraulic ii) grade line is below gutter line .!!!. Yes No __ If not, explain where and why: --(system-wide): STORMWATER DESIGN GUIDELINES Effective February 2007 Page 13 of 26 APPENDIX . D : TECH . DESIGN SUMMARY As Revised August 2012 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Concel;!t and Design Parameters I Continued (Page 4.5) Stonnwater Management Concept (continued) Within O r Serving Subject Property (Phase, or Site) (continued) (i) Describe watercourse(s), or system(s) receiving system discharge(s) below Q) (include design discharge velocity , and angle between converging flow lines). (.) c: 1) Watercourse (or system), velocity, and angle? ca Ui .£;; Q) .... ~o ~E 2) Watercourse (or system), velocity, and angle? ::J .... c: 0 :g~ o.E (.) c: -·-~ E a> a> E 3) Watercourse (or system), velocity, and angle? ..... ca Jg UJ UJ ~ Q) ::J c: 32 0 ·-> ~ 0 "'C c. E ..... For each outfall above, what measures are taken to prevent erosion or scour of .... Q) 0 Q) receiving and all facilities at jun~ture? ..... ..c: (/) UJ 2 1) ~ ca 2) c. Q) UJ c: 3) -2. Are swale(s) situated along property lines between properties? __ No --Yes Number of instances: For each instance answer the following questions. Surface treatments (including low-flow flumes if any): <'-· UJ Qi ~ UJ Ui Q) Flow line slopes (minimum and maximum): c: >-~ I ~o ~z Outfall characteristics for each (velocity, convergent angle, & end treatment). ~1 ~ Q) ..... Will 100-year design storm runoff be contained within easement(s) or platted drainage < ROW in all instances? --Yes --No If "no" explain: STORMWATER DESIGN GUIDELINES Effective February 2007 Page 14 of 26 APPENDIX . D: TECH. DESIGN SUMMARY As Revised August 2012 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Conceet and Design Parameters I Continued (Page 4.6) · Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Are roadside ditches used? No __ Yes If so, provide the following : "' Is 25-year flow contained with 6 inches of freeboard throughout? __ Yes No Cl> --.s::. 0 Are top of banks separated from road shoulders 2 feet or more? __ Yes No ---a Are all ditch sections trapezoidal and at least 1.5 feet deep? Yes No Cl> -- --"C For any "no" answers provide location(s) and explain : "iii "C 11) 0 a::: If conduit is beneath a swale, provide the following information (each instance). Instance 1 Describe general location , approximate length : "' Cl> Is 100-year design flow contained in conduit/swale combination? Yes No >--- --Ii If "n o· explain : c: Space for 100-year storm flow? ROW Easement Width 0 11) z iii Swale Surface type, minimum Conduit Type and size, minimum and maximum )('~ and maximum slopes: slopes, design storm: 0 :;::; t'· '5 "' "C Describe how conduit is loaded (from streets/storm drains, inlets by type): Q) 11) Inlets c: >. c: 11) c: .s::. 11) 0 .... c: .E Cl> c: Access Describe how maintenance access is provided (to swale , into conduit): a. 0 0 :;::; -11) 0 E ::::J ~ 0 -.£ .£ Cl> Instance 2 Describe general location , approximate length : "C E Cl> 11) "' "' ::::J "' Cl> Is 100-year design flow contained in conduit/swale combination? Yes No c: "C ----0 ·:;; If "no· explain : :a; 0 .... c: a. :.a Q) Space for 100-year storm flow? ROW Easement Width E Cl> 0 .c 0 "' Swale Surface type, minimum Conduit Type and size, minimum and maximum -* ·3 and maximum slopes: slopes, design storm : "C .... c: 11) 0 a. Describe how conduit is loaded (from streets/storm drains, inlets by type): ~ Cl> Inlets Cl> "' 1 c: ~ ~ Access Describe how maintenance access is provided (to swale, into conduit): < STORMWATER DESIGN GUIDELINES Effective February 2007 Page 15 of 26 APPENDIX. D: TECH . DESIGN SUMMARY As Revised August 2012 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Concept and Design Parameters I Continued (Page 4 . 7) Stormwater Management Concept (continued) Within O r Serving Subject Property (Phase, or Site) (continued) c: ·n; a. E x ,g UJ ~ ui If "yes" provide the following information for each instance : Instance 1 Describe general location , approximate length, surfacing : Is 100-year design flow contained in swale? __ Yes __ No Is swale wholly within drainage ROW? __ Yes __ No Explain "no" answers: 2 ~I ~ . -~ ~A-c-ce~s-s~D-e-s-cr-ibe~h-o-w~m-a-in_t_e-na_n_c_e_a_cc~e-ss~is_p_r-ov-i-de-:~~~~~~~~~~~-i ~ 0 '5 z ~ I 1---~~~~---~~~~-_,.~--.,.~~~--,..~--,~-..,...~-.,,..-..,...~~~~~~---; .... Instance 2 Describe general location, approximate length , surfacing : Q) ·;::: <'· ::J Ill ..0 c :::; Q) o E £ ~ .§ m Ill ..... Q) 0 1~ 5 0::: > .!::? <'· :0 ::J 0.. "O c: ~ ·n; 8. a. e ~ 0.. Ill Ill c Q) Q) >- I I a. .§ ~ i1'1 (.) Is 100-year design flow contained in swale? __ Yes __ No Is swale wholly within drainage ROW? __ Yes __ No Explain "n o" answers: Access Describe how maintenance access is provided : Instance 3, 4. etc. If swales are used in more than two instances, attach sheet providing all above information for each instance. "New" channels: Will any area(s) of concentrated flow be channelized (deepened, widened, or straightened) or otherwise altered? __ No __ Yes If only slightly shaped , see "Swales" in this Part. If creating side banks , provide information below. Will design replicate natural channel? __ Yes __ No If "no", for each instance describe section shape & area , flow line slope (min . & max.), surfaces , and 100-year design flow, and amount of freeboard : Instance 1: Instance 2: Instance 3: STORMWATE R DESIGN GUIDELINES Effective February 2007 Page 16 of26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised August 2012 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Conceet and Design Parameters I Continued (Page 4.8) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Exisiing channels (small creeks): Are these used? --No --Yes If "yes" provide the information below. Will small creeks and their floodplains remain undisturbed? __ Yes No How many disturbance instances? Identify each planned location-: - For each location, describe length and general type of proposed improvement (including floodplain changes): For each location , describe section shape & area , flow line slope (min . & max.), surfaces, and 100-year design flow. 'C Q) ~ c :;:; Watercourses (and tributaries): Aside from fringe changes, are Regulatory c: 0 Watercourses proposed to be altered? __ No Yes Explain below. (.) --- I/) c: Submit full report describing proposed changes to Regulatory Watercourses. Address Q) existing and proposed section size and shape , surfaces, alignment, flow line changes, E Q) length affected , and capacity, and provide full documentation of analysis procedures > 0 and data . Is full report submitted? Yes No If "no" explain: .... --a. .§ Q) c: c: t'll All Proposed Channel Work: For all proposed channel work, provide i nformation .r. (.) requested in next three boxes. If design is to replicate natural channel , identify location and length here, and describe design in Special Design section of this Part of Report. Will 100-year flow be contained with one foot of freeboard? --Yes --No If not, identify location and explain : Are ROW I easements sized to contain channel and required maintenance space? --Yes --No If not. identify location(s) and explain: STORMWATER DESIGN GUIDELINES Effective February 2007 Page 17 of 26 APPENDIX. D : TECH . DESIGN SUMMARY As Revised August 2012 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Conce12t and Design Parameters j Continued (Page 4 .9) Stonnwater Management Concept (continued) Within O r Serving Subject Property (Phase, or Site) (continued) How many facilities for subject property project? :i. For each provide info. below. For each dry-type facilitiy: Facility 1 Facility 2 Acres served & design volume + 10% 5.'2.'1 lSCZ-5 100-yr volume: free flow & plugged '2~~1 '2°13\:)~ Design discharge (10 yr & 25 yr) 2.2.-r I 2 '3 ,'17 Spillway crest at 100-yr WSE? ~yes --no __ yes --no Berms 6 inches above plugged WSE? _Lyes --no __ yes --no Explain any "no· answers: Ill cu >- ><I For each facility what is 25-yr design Q , and design of outlet structure? !<A Facility 1: z ~.°ti c.rs -l+~vJPK.:--uJ/ R.e::c.:~-!2.1~--P 0 z Facility 2 : I Do outlets and spillways discharge into a public facility in easement or ROW? Facility 1: __ Yes X. No Facility 2 : Yes No ----C'-· If "no· explain : -0 cu vJ"E.\..1.-, D£-r1 "°' ~ C..-«..e~""' Ill 0 Q. 0 .... a.. For each , what is velocity of 25-yr design discharge at outlet? & at spillway? Ill ~ Facility 1: '""\., S. D & "-(s,,. () Facility 2 : & ·u Are energy dissipation measures used? No LYes Describe type and <U --u. location: c: Roc.\..t... ~~-0t(-" .Q c: cu Q) 0 ~ For each , is spillway surface treatment other than concrete? Yes or no, and describe : <( Facility 1: '\<oc.\L.. (2., P-~ Facility 2 : For each, what measures are taken to prevent erosion or scour at receiving facility? Facility 1: Rcc...\.C. '2\ p-f<A-~ Facility 2: If berms are used give heights, slopes and surface treatments of sides. Facility 1: -VL\. ~~' 4H ·. tv' Facility 2 : STORMWAT ER DESIGN GUIDELINES Effective February 2007 Page 18 of 26 APPENDIX. D : TECH . DESIGN SUMMARY As Revised August 2012 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Conce12t and Design Parameters I Continued (Page 4 .10) Stonnwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Do structure.s comply with B-CS Specifications? Yes or no , and explain if "no": Ul Facility 1; '-lrz..~ :! =s (.) Cl) Facility 2 : Cll ::i LL. c: c: :p 0 c: :;::: 0 c: (.) Cl)~ 4i For additional facilities provide all same information on a separate sheet. 0 Are parking areas to be used for detention? __ No --Yes What is maximum depth due to required design storm? Roadside Ditches: Will culverts serve access driveways at roadside ditches? --No --Yes If "yes", provide information in next two boxes. Will 25-yr. flow pass without flowing over driveway in all cases? --Yes --No Without causing flowing or standing water on public roadway? --Yes --No Designs & materials comply with B-CS Technical Specifications? __ Yes --No Explain any "no" answers: ~- Ul C> c: "iii Are culverts parallel to public roadway alignment? __ Yes No Explain: Ul 0 --..... Cl) (.) Cl) .l!l >-Cll I > "t: Creeks at Private Drives: Do private driveways, drives, or streets cross drainage 0. -ways that serve Above-Project areas or are in public easements/ ROW? Cll "C 0 No Yes If "yes" provide information below. Cl) z ~~ How many instances? Describe location and provide information below. Cl) Location 1: > :; (.) Cl) Location 2 : ..... <( Location 3 : For each location enter value for: 1 2 3 Design year passing without toping travelway? - Water depth on travelway at 25-year flow? Water depth on travelway at 100-year flow? For more instances describe location and same information on separate sheet. STORMWATER DESIGN GUIDELINES Effective February 2007 Page 19 of 26 APPENDIX . D : TECH . DESIGN SUMMARY As Revised August 2012 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Conceet and Design Parameters j Continued (Page 4.11) Stonnwater Management Concept (continued) Within O r Serving Subject Property (Phase, or Site) (continued) Named Regulato!Y Watercourses {&Tributaries): Are culverts proposed on these facilities? No __ Yes, then provide full report documenting assumptions, criteria, analysis, computer programs, and study findings that support proposed design(s). Is report provided? __ Yes --No If "no", explain : ~ Arterial or Major Collector Streets: Will culverts serve these types of roadways? Q) No Yes How many instances? For each identify the ..c. rn -- -- Q) location and provide the information below. rn 10 Instance 1: Q) ..... >-[ I~ Instance 2: Instance 3: c: .Q Yes or No for the 100-year design flow: 1 2 3 om ZE ><I~ Headwater WSE 1 foot below lov.<est curb top? Spread of headwater within ROW or easement? E C'-· ro Is velocity limited per conditions (Table C-11)? rn rn g> "'C Explain any "no" answer(s): ·-c: ~ ro 0 c: ..... 0 O; ~~ ;: .Q - "'C Q) ro .c Minor Collector or Local Streets: Will culverts serve these types of streets? e ·5 .!::! rn No --Yes How many instances? for each identify the -Q) ieiCatiOn and provide the information below: .g "'C a. Q) -a. ro ~ Instance 1: "'C >. Instance 2 : Q) c: rn ro ::::i_ Instance 3: rn o t:: rn Q) Q) For each instance enter value, or "yes" I "no" for: 2 ~u 1 3 ::I c: u ro Design yr. headwater WSE 1 ft . below curb top? Q) Vi ..... c: <( ·-100-yr. max . depth at street crown 2 feet or less? Q) ..... 0 Product of velocity (fps) & depth at crown (ft) = ? E ..... g Is velocity limited per conditions (Table C-11)? Limit of down stream analysis (feet)? Explain any "no" answers: STORMWAT ER DESIGN GUIDELINES Effective February 2007 Page20 of 26 APPENDIX. D : TECH . DESIGN SUMMARY As Revised August 2012 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Conceet and Design Parameters I Continued (Page 4.12) Stonnwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) All Proposed Culverts: For all proposed culvert facilities (except driveway/roadside ditch intersects) provide information requested in next eight boxes. Do culverts and travelways intersect at 90 degrees? Yes No If not , identify location(s) and intersect angle(s), and justify the design(s)-: - Does drainage way alignment change within or near limits of culvert and surfaced approaches thereto? __ No --Yes If "yes" identify location(s), describe change(s), and justification : Are flumes or conduit to discharge into culvert barrel(s)? __ No __ Yes If yes, identify location(s) and provide justification: 'C Are flumes or conduit to discharge into or near surfaced approaches to culvert ends? (I) --No --Yes If "yes" identify location(s), describe outfall design treatment(s): ::I c: ~ 0 u -Ill t:: (I) Is scour/erosion protection provided to ensure long term stability of culvert structural > '3 (.) components, and surfacing at culvert ends? __ Yes __ No If "no· Identify locations and provide justification(s): Will 100-yr flow and spread of backwater be fully contained in street ROW, and/or drainage easements/ ROW? __ Yes --No if not, why not? Do appreciable hydraulic effects of any culvert extend downstream or upstream to neighboring land(s) not encompassed in subject property? --No --Yes If . "yes" describe location(s) and mitigation measures: Are all culvert designs and materials in compliance with B-CS Tech . Specifications? --Yes --No If not, explain in Special Design Section of this Part. STORMWATER DESIGN GUIDELINES Effective February 2007 Page 21of26 APPENDIX. D: TECH . DESIGN SUMMARY As Revised August 2012 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Conceet and Design Parameters j Continued (Page 4 .13) Stonnwater Management Concept (continued) Within O r Serving Subject Property (Phase, or Site) (continued) Is a bridge included in plans for subject property project? -JS_ No --Yes If "yes" provide the following information. Name(s) and funct ional classification of the roadway(s)? What drainage way(s) is to be crossed? Iii' Gr O> -0 ·;:: CD A full report supporting all aspects of the proposed bridge(s) (structural , geotechnical , hydrologic, and hydraulic factors) must accompany this summary report. Is the report provided? --Yes --No If "no" explain : Is a Stormwater Provide a general description of planned techniques: >. Pollution Prevention B\ L \ ft;:Nc..r-~ <ii Plan (SW3P) '2oc-\t:.. g_\ <=>,0>re :::i 0 established for Cc~~0c.--r U)N ~~...Sc...f2_ ~ project construct ion ? Cl> ~ --No x_ Yes Special Designs -Non-Traditional Methods Are any non-traditional methods (aquatic echosystems, wetland-type detention , natural stream replication , BMPs for water quality, etc.) proposed for any aspect of subject property project? $ No __ Yes If "yes" list general type and location below. l Provide full report about the proposed special design(s) including rationale for use and expected benefits. Report must substantiate that stormwater management objectives will not be compromised, and that maintenance cost will not exceed those of traditional design solution(s). Is report provided? ~Yes __ No If "no" explain: STORMWAT ER DESIGN GUIDELINES Effective February 2007 Page22 of 26 APPENDIX . D: TECH. DESIGN SUMMARY As Revised August 2012 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Conceet and Design Parameters I Continued (Page 4 .1 4) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Special Designs -Deviation From B-CS Technical Specifications If any design(s) or material(s) of traditional runoff-handling facilities deviate from provisions of B-CS Technical Specifications, check type facility(ies) and explain by specific detail element. Detention elements __ Drain system elements Channel features ---- --Culvert features --Swales --Ditches --Inlets __ Outfalls __ Valley gutters __ Bridges (explain in bridge report) In table below briefly identify specific element, justification for deviation(s). Specific Detail Element Justification for Deviation (attach additional sheets if needed) 1) ' 2) 3) 4) 5) Have elements been coordinated with the City Engineer or her/his designee? For each item above provide "yes" or "no", action date, and staff name: 1) 2) 3) 4) 5) ' -Design Parameters Hydrology No Is a map(s) showing all Design Drainage Areas provided? --6.__ Yes -- Briefly summarize the range of applications made of the Rational Formula: N/A- What is the size and location of largest Design Drainage Area to which the Rational Formula has been applied? ~ acres Location (or identifier): N/A- STORMWATER DESIGN GUIDELINES Effective February 2007 Page 23 of 26 APPENDIX . D: TECH. DESIGN SUMMARY As Revised August 2012 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Conce12t and Design Parameters I Continued (Page 4 .15) Design Parameters (continued) Hydrology (continued) In making determinations for time of concentration, was segment analysis used? No >G Yes In approximately what percent of Design Drainage Areas? tea % As to intensity-duration-frequency and rain depth criteria for determining runoff flows, were any criteria other than those provided in these Guidelines used? _x_ No __ Yes If "yes" identify type of data, source(s), and where applied: For each of the stormwater management features listed below identify the storm return frequencies (year) analyzed (or checked), and that used as the basis for design . Feature Analysis Year(s) Design Year Storm drain system for arterial and collector streets Storm drain system for local streets Open channels Swale/buried conduit combination in lieu of channel Swales Roadside ditches and culverts serving them Detention facilities: spillway crest and its outfall [00 (0C Detention facilities: outlet and conveyance structure(s) I c~ l ~-(::) Detention facilities: volume when outlet plugged Joe::. tO~ Culverts serving private drives or streets Culverts serving public roadways -Bridges: provide in bridge report. Hydraulics What is the range of design flow velocities as outlined below? Design flow velocities; Gutters Conduit Culverts Swales Channels Highest (feet per second) Lowest (feet per second) Streets and Stonn Drain Systems Provide the summary information outlined below: Roughness coefficients used: For conduit type(s) STORMWATER DESIGN GUIDELINES Effective February 2007 For street gutters: Page 24 of 26 Coefficients: APPENDIX . D: TECH . DESIGN SUMMARY As Revised August 2012 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Conceet and Design Parameters j Continued (Page 4 .16) Design Parameters (continued) Hydraulics (continued) Street and Stonn Drain Systems (continued) For the following , are assumptions other than allowable per Guidelines? Inlet coefficients? No Yes Head and friction losses No Yes -------- Explain any "yes" answer: In conduit is velocity generally increased in the downstream direction? --Yes --No Are elevation drops provided at inlets, manholes, and junction boxes? --Yes --No Explain any "no" answers: - Are hydraulic grade lines calculated and shown for design storm? --Yes --No For 100-year flow conditions? --Yes --No Explain any "no" answers: What tailwater conditions were assumed at outfall point(s) of the storm drain system? Identify each location and explain : Open Channels If a HEC analysis is utilized , does it follow Sec Vl.F .5.a? __ Yes __ No Outside of straight sections , is flow regime within limits of sub -critical flow? __ Yes __ No If "no " list locations and explain : Culverts If plan sheets do not provide the following for each culvert , describe it here. For each design discharge , will operation be outlet (barrel) control or inlet control? Entrance , friction and exit losses: ,,,~ --. .,. . , ... .. .. ..·· ,. ; \:.. .. . . . Bridgt ·1•P:ovide all in bridge report ~ · . . . STORMWATER DESIGN GUIDELINES Effective February 2007 Page 25 of 26 APPENDIX. D: TECH . DESIGN SUMMARY As Rev ised August 2012 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Concept and Design Parameters Continued (Page 4 .17) Design Parameters (continued) Computer Software What computer software has been used in the analysis and assessment of stormwater management needs and/or the development of facility designs proposed for subject property project? List them below, being sure to identify the software name and version, the date of the version , any applicable patches and the publisher r\<-tb& CAD Part 5 -Plans and Specifications Requirements for submittal of construction drawings and specifications do not differ due to use of a Technical Design Summary Report. See Section Ill, Paragraph C3 . Part 6 -Conclusions and Attestation Conclusions Add any concluding information here: Attestation Provide attestation to the accuracy and completeness of the foregoing 6 Parts of this Technical Desi n Summa Draina e Re ort b si nin and sealin below. State of Texas PE No. es~6 ~ STORMWAT ER DESIGN GUIDELINES Effective February 2007 Page26 of 26 APPENDIX . D : TECH . DESIGN SUMMARY As Revised August 2012 ~ ... -.... .,..,, ___________ ~C ITY OF C OLI.EGE STATION Home o/Texns A&M Uni versity • --,,.,_imllll= MEMORANDUM DATE : August 6, 2014 TO : RME Consulting Engineers c/o Rabon Metcalf, via : rabon@rmengineer .com ~ FROM : Erika Bridges , Graduate Civil Engineer SUBJECT: SUMMIT CROSSING PHASE 28 DETENTION FACIL ENGINEERING COMMENTS NO. 1 1. Please submit a recorded private drainage easement for the pond and storm infrastructure or swale across unplatted property . FYI ... This is due prior to plan approval. 2. An NOi rather than a TCEQ Site Notice is required. Section D.3.b. of the NOi application should ind icate that this project IS part of a larger development greater than 5 acres . Also , the date is needs to be revised . 3. Dra inage -In the interim before Ph .28 is constructed , there need to be provisions to convey stormwater runoff to the pond (i .e . pipe , swale , etc.). This needs to be included on the plans and ana lyzed in the report. 4 . Dra inage Report -All the page numbers in the Table of Contents are "O." 5. Dra inage Report -Please verify the values in Table #3 . Why was a Manning 's value of 0.03 used? 6 . Dra inage Report -Detention Facility Criteria #2 -Please clarify the maximum storage depths provided for parking areas , rooftops , and landscaped areas . 7 . Dra inage Report -Please provide a copy of Appendix D . 8. Drainage Report -P.11 -What other options are there for reducing the post-development discharge for the 2-year storm? Typically this type of exemption is not requested unless there is some sort of hardship . FYI ... If the post-development discharge will exceed the pre-development rate for the 2- year storm , a sentence will need to be added certifying that this will not adversely affect downstream properties . 9. Dra inage Report -The summary section should clearly state the 100-year water surface elevation . As a reminder, the elevation of the crest of the weir should equal the 100-year WSE with 0. 5-ft freeboard to the top of the berm. 10 . Drainage Report -Attachment Section 3 .0 is missing . Also , GP-01 is missing from Section 4.0. 11 . FY I... When the Summit Crossing Ph .28 final plat construction documents are submitted , they will need to include a full analysis of the street and storm sewer drainage . Additional revisions to the pond may also be needed at that time . PC : Reviewed by : Erika Bridges DWS Development, via : david@dwsdevelo~ment.com I P&DS Project No . 14-00900178 P lanning & D evelop ment Services Date : 8/5/14 P .O . BOX 9960 • I I 0 1 TEXAS AVENUE • C O LL EGE STATIO N • TEXAS • 77842 TEL. 97 9 .764.3 57 0 ·FAX . 9 7 9 .764 .34 96 cst><.gov/devservices ------ . . , ~ OOl 'Mt ·rovi1'o rt\IWlK:!._ ~ ~ lZ?A V'\4'\,\-U:~-~-~ ·\ I ,,·~v,~ r'l~·v ~·\~~·~s~~~~~--- -· ~ <P\ ~ f\\JW ~ -<lt-~-rtYVW~- _. -;_~~~'.\~V\ c:-spqo ~~ -\\~--~-rjq ---. ~~/~ ~ ~~----- ~ ht~ ---=lAO~~~Q;J -2d ~ ._____ l tdVt ?!~f'Jp. <;;~~~ ~---- ?~~ ·<2~~v~ ~YH('rJ]'.~~~ -Ztl* 1---- ------- ,; Q 0 'a.,Yp ~ -trG ?-(Cfr.1_ ~ V( ~. 4f-~ ~ l T!f/-2J'.l ~ -~· ff'Vr~~~~,~~~ ---' . ·rxjJp~·O-~ ~ i pu<0 voq.VJ-+~ ~ - . a+u~ ..p0 ~(_U17~<0~ ~rsvp-\ l~ ~l :: ?~~* --~VJ CS.!~ ~Vt;/ . <SJ.JJYJ ~ ~ --H----- ~~ tdm-p k\ "'O c)lJ ~-'i?-c:T~~ ~ ~ ~ !'{0\7 l ~\YlOllf-> 'G\~£·a v o~ -\~\'\ * -- ~f.IDYU -ti\MWY\g ·. y ' Drainage Study FOR SUMMIT CROSSING SUBDIVISION PHASE 2B -DETENTION FACILITY College Station Brazos County, Texas July 14, 2014 Prepared For: DWS Development, Inc. PO Box4508 Bryan, TX 77805 Prepared By: RME Consulting Engineers Texas Firm Registration No. F-4695 P.O. Box 9253 College Station, TX 77845 RME No. 298 -0542 Drainage Study FOR SUMMIT CROSSING SUBDIVISION PHASE 2B -DETENTION FACILITY College Station Brazos County, Texas July 14, 2014 Prepared For: DWS Development, Inc. PO Box 4508 Bryan, TX 77805 Prepared By: RME Consulting Engineers Texas Firm Registration No. F-4695 P.O. Box 9253 College Station, TX 77845 RME No. 298-0542 .. . . ,, t . ' Drainage Study SUMMIT CROSSING SUBIDIVISION PHASE 2B-DETENTION FACILITY College Station Brazos County, Texas TABLE OF CONTENTS: PAGE 1.0 General Information ...................................................................................................................................... 0 I . I Scope of Report ....................................................................................................................................... 0 I .2 Site and General Location ....................................................................................................................... 0 1.3 Description of Existing Conditions and Drainage Patterns ..................................................................... 0 I .4 FEMA Information .................................................................................................................................. 0 2.0 Watersheds & Drainage Areas ...................................................................................................................... 0 2.I Detention Facility Watersheds (Existing Conditions) ............................................................................. 0 2.2 Detention Facility Watersheds (Proposed Conditions) ............................................................................ 0 3.0 Hydrologic Modeling ..................................................................................................................................... 0 3. I SCS -TR20 Formula & Methodology .................................................................................................... 0 3.2 Cumulative Precipitation "P" .................................................................................................................. 0 3 .3 SCS Runoff Curve Numbers "CN'' ......................................................................................................... 0 3.4 Time of Concentration ............................................................................................................................. 0 3.5 Stormwater Runoff Quantities ................................................................................................................. 0 4.0 Detention Facility & Routing ........................................................................................................................ 0 4.1 Detention Facility Criteria ....................................................................................................................... 0 4 .2 Methodology ............................................................................................................................................ 0 4.3 Detention Facility Configuration ............................................................................................................. 0 4 .4 Tailwater Considerations ......................................................................................................................... 0 4.5 Detention Facility Outlet Structure .......................................................................................................... 0 4 .6 Routing Results and Conclusions ............................................................................................................ 0 5.0 Certification .................................................................................................................................................... 0 298-0542 Drainage Report-Detention .docx Page -i , > , . . , . . - '' ' ' LIST OF TABLES: PAGE Section 3 .0 -Hydrologic Modeling Table #1: Rainfall Depth ........................................................................................................................................ 0 Table #2: Composite Curve Number ...................................................................................................................... 0 Table #3 : Tu -Overland Sheet Flow ..................................................................................................................... 0 Table #4 : T 12 -Shallow and/or Concentrated Flow ................................................................................................ 0 Table #5: Tc Summary ........................................................................................................................................... 0 Table #6: Drainage Basin Runoff Quantities ......................................................................................................... 0 Section 4.0 -Detention Facility Routing Table #7: Detention Facility Routing ..................................................................................................................... 0 Table #8: Emergency Spillway Routing ................................................................................................................. 0 298-0542 Drainage Report-Detention .docx Page -ii ATTACHMENTS: Section 1.0 -General Information Preliminary Plan -Phase 2A Preliminary Plan -Phase 2B Vicinity Map FIRM Map Panel Section 2.0 -Watersheds & Drainage Areas Carters Creek Watershed Area Existing Conditions Drainage Area Map Proposed Conditions Drainage Area Map Section 3.0 -Hydrologic Modeling HydroCAD -Existing & Proposed Conditions Drainage Calculations Section 4.0 -Detention Facility & Routing GP-01 : Grading & Drainage Plan HydroCAD -Proposed Conditions Pond Routing Calculations -Pond 1 HydroCAD -Emergency Spillway Calculations -Pond 1 298-0542 Drainage Report-Detention.docx Page-iii Drainage Study SUMMIT CROSSING SUBIDIVISION PHASE 2B -DETENTION FACILITY College Station Brazos County, Texas 1.0 GENERAL INFORMATION 1.1 Scope of Report: This report addresses the existing conditions and proposed drainage improvements for the Summit Crossing Subdivision -Phase 2A & Phase 2B detention facility improvements. These two developments will consist of a total of 80 townhome residential lots (Phase 2A=46 & Phase 2B=34). This drainage study 's scope also comments on the existing detention facilities , currently constructed and designed/reported (dated March 17 , 2008), for most of this phase of development and is wholly contained in Phase One of the original development of the Summit Crossing Subdivision. The proposed development and drainage improvements are designed and analyzed in accordance with the criteria outlined in the "Unified Stormwater Design Guidelines" (USDG) manual of the City of College Station (CoCS). 1.2 Site and General Location: The proposed developments , Summit Crossing, Phase 2A & Phase 2B , consists of a 5.607 and 4.773 acre tracts (total = 10.38 acres) of land wholly contained within the 89 .64 acre parent tract of the master planned subdivision. Summit Crossing, Phase 2B (via Phase 2A) has direct access to Buena Vista and Lonetree Drive and subsidiary access to SH 30 (Harvey Road East) and FM 158 (Boonville Road) along its north and east property lines. Adjacent existing developments generally consist of the Crescent Pointe development to the south and the Brazos Super Trac convenience center to the northeast. All of these developments are in the College Station sewer service area and are provided utility service by CoCS. Land adjacent to this development to the southwest is currently owned by the same development group (The Summit Crossing, LLC) and is anticipated to experience development of commercial, retail , office, and residential improvements in the near future. The existing, proposed, and future surrounding developments and phases are depicted on the Preliminary Plan (for both Phase 2A & 2B) which are provided in the "Attachment -Section 1. O" portion of this report. A Vicinity Map , for this project site , is provided and is located in the "Attachment - Section 1.0" portion of this manual . This map is being provided as an aid in locating the site. Drawings describing the work and its specific locations are contained in the Construction Drawings prepared by RME Consulting Engineers , College Station, Brazos County , TX. These Construction Drawings are included as part of this Drainage Report by reference. 298-0542 Drainage Report-Detention .docx Page -1 :/ ' I • '. ·. •, '' . . ' . ,,. i::' ·' "'t. " ·' ·•. I' ;. 'I •' '•' Summit Crossing, Phase 2B -Detention Facility Drainage Study 1.3 Description of Existing Conditions and Drainage Patterns: RME Consulting Engineers July 14 , 2014 The 10.38-acre tract, which contains the proposed development of Summit Crossing, Phase 2A & 2B, is primarily an unimproved area with moderately well sloping (approximately 1.0%) undeveloped site with natural drainage systems that convey runoff to either an existing and/or proposed drainage storm sewer system , which is part of Summit Crossing, Phase One and 2A , or an unnamed tributary of Cresent Pointe. Before drainage is discharged into this unnamed tributary it will be detained. Existing land- cover general consists of open grassy areas with some thick brush, weeds, and trees along the fence lines. Elevations range on the site from approximately 298 ' Mean Sea Level (MSL) to approximately 306 ' MSL. The Brazos County soil maps , as reported on the NRCS Web Soil Survey web-based program , indicates that the studied area is primarily comprised of Type C and D soils. These soils generally consist of clays or silty clay/sand mixtures with low absorption rates. Pre-development runoff, from the majority of Phase 2A , flows to the headworks of Harvey Hillside Creek. A smaller portion of Phase 2A (southwest area) drains toward Crescent Pointe subdivision and into a well-defined creek that develops near the northwest comer of subject parent tract. This unnamed tributary is well defined and pristine in nature upstream of the Crescent Point subdivision. Phase 2B is the exact opposite of Phase 2A. The vast majority (southwest area) drains toward the unnamed tributary with the lesser area draining to the southeast toward Harvey Hillsides Creek. Also at current existing conditions the majority of runoff from Phase One , 2A, and the minor portion of Phase 2B , is conveyed by means of overland flow or by systems of underground storm drainage that discharges runoff into two detention facilities , both located within Phase One of Summit Crossing. A more descriptive analysis and explanation of these detention facilities are provided in the original Drainage Study (prepared by RME on March 17 , 2008). Detention for new impervious cover, within this development , was accounted for in this original study and design. Therefore , with the exception of the SW areas of Phase 2A and 2B, no additional detention will be required for this phase. 1.4 FEMA Information: The entire master planned Summit Crossing Subdivision does not lie within mapped 100- year floodplain as graphically depicted by the Federal Emergency Management Agency (FEMA) -Flood Insurance Rate Map (FIRM) Community/Panel number 48041 C 0220E , with an effective date of May 16 , 2012. A portion of the FIRM Map Panel , for this project site , is provided and is located in the "Attachment -Section 1.0" portion of this manual. 298-0542 Drainage Report-Detention.docx Page -2 ' " • r J . ,. ,, I . ,· .. ). "• '' I I ·" " . ( Summit Crossing, Phase 28 -Detention Facility Drainage Study 2.0 WATERSHEDS & DRAINAGE AREAS 2.1 Detention Facility Watersheds (Existing Conditions): RME Consulting Engineers July 14 , 2014 As previously discussed , the subject development area is located in the drainage system of the Harvey Hillside Creek being a tributary of Carters Creek Watershed Area . An exhibit of this watershed is taken from the USDG manual with the Summit Crossing area identified and has been included in the "Attachment -Section 2.0" appendix of the report. Since this project site is located within a drainage divide (discussed in Section 1.3), an appropriate drainage area map called the Existing Conditions Drainage Area Map , with two (2) drainage areas identified, (which is located in the "Attachment - Section 2.0" portion of the Drainage Report), was developed for considerations of runoff patterns and quantities. For pre-development conditions these two (2) individual drainage basins were considered, analyzed , and are as follows. Drainage Area "Xl" -This drainage area is approximately 5.42 acres and will consist of the southwest quadrants of the proposed development areas (Phase 2A & 2B). No upstream off-site contributing areas , at pre-development or existing conditions , exist or drain to this drainage basin. At the downstream limit of this drainage area is the unnamed tributary that discharges runoff to and through the Crescent Pointe development. This runoff data will be the "benchmark" data for the respective post- development area analysis so that increased runoff can be measured and appropriately detained. Drainage Area "X2 " -This drainage area is approximately 4.94 acres and is the remainder of Summit Crossing, Phase 2A & 2B areas , at pre-development or existing conditions. Runoff from this drainage area discharges into the existing storm sewer systems of Summit Crossing, Phase One . Detention was provided for these improvements as discussed in Section 1.3 of this report and was originally analyzed as Drainage Areas Xl thru X3. No additional analysis will be provided for this Drainage Area in this report. 2.2 Detention Facility Watersheds (Proposed Conditions): For post-development conditions four (4) individual drainage basins were considered and analyzed and are as follows. The Proposed Conditions Drainage Area Map illustrates these drainage areas and is located in the "Attachment -Section 2.0" section of the Drainage Study. Drainage Area Map "Pl" -This drainage area is a portion of Drainage Area "Xl " and consist of 5.24 acres of land . Proposed runoff conditions from this drainage area will be evaluated at the anticipated development conditions. The hydrologic data generated from this drainage area will be collected into the internal storm drainage system and discharged into Pond 1. Runoff will then be routed through this detention facility , and metering device, and discharged into the proposed drainage structure . Then runoff discharges into the unnamed tributary discharging into Crescent Pointe subdivision. Ultimately, routed flows , combined with flows from undetained D.A. "P3 " will be compared to the runoff values generated from Drainage Area "Xl "; 2 98-0542 Drainage Report-Detention.docx Page -3 I, .'.f .. 11 ., ( . . ~·· .. '(' .. · ,, . j I lf' ''. .. ' ... ft'.) , J I) ' t' I t. ' ' " ' ' ,, .. " f .. ( i' if~· ' . Summit Crossing, Phase 2B -Detention Facility Drainage Study RME Consulting Engineers July 14 , 2014 Drainage Area "P2" -This drainage area is approximately 4.40 acres and is the remainder of Summit Crossing, Phase 2A & 2B, at post-development conditions. Runoff from this drainage area discharges into the existing storm sewer systems of Summit Crossing, Phase One. Detention was provided for in these development areas as discussed in Section 1.3 ofthis report and was originally analyzed as Drainage Areas Pl thru P3. No additional analysis will be provided for this Drainage Area in this report. Drainage Area Map "P3" -This drainage area consists of an area within Drainage Area "X 1" and comprises of 0. 7 5 acres of land. Proposed runoff conditions from this drainage area will be evaluated at the anticipated development conditions and released from the site undetained; 3.0 HYDROLOGIC MODELING 3.1 SCS -TR 20 Formula and Methodology: The Natural Resources Conservation Service (NRCS), formerly the Soil Conservation Service, developed the runoff curve number method as a means of estimating the amount of rainfall appearing as runoff. The SCS-TR 20 formula calculates the peak discharge and volumes in a reliable fashion for moderate sized (50 to 400 acres) watersheds. The SCS unit hydrograph procedure (also known as the TR-20 runoff method) generates a runoff hydrograph by the following basic steps: (For brevity, this is a simplified description.) The SCS-TR20 methodology was employed for hydrologic computations of the Pre-and Post-Development Watersheds/Drainage Areas. 1. A rainfall distribution is selected which indicates how the storm depth will be distributed over time . This is usually a standardized distribution, such as the SCS Type III storm, and often a standardized duration of 24 hours is selected; 2. The design storm depth is determined from rainfall maps, based on the return period being modeled. Combined with the rainfall distribution, this specifies the cumulative rainfall depth at all times during the storm; 3. Based on the Time-of-Concentration (Tc), the storm is divided into "bursts" of equal duration. For each burst, the SCS runoff equation and the average Curve Number (CN) are used to determine the portion of that burst that will appear as runoff; The SCS runoff equation determines the precipitation excess runoff that results from a given cumulative precipitation: (P-Ia)2 Q= ------------(Q =O if P <Ia) (P-Ia)+S 1000 S= ----------10 298-0542 Drainage Report-Detention.docx Page-4 :.,. \. , .. ,, " I I' ,, . ,,i' 1 '· Summit Crossing, Phase 2B -Detention Facility Drainage Study CN with Ia = 0.2 S (P-.2S)2 Q= ------------where, (P+ .8S) Q =Precipitation excess runoff (inches); RME Consul ting Engineers July 14, 2014 P = Cumulative precipitation (inches) -Table C-6 of the USDG -further discussion in the next sub-section; Ia= Initial abstraction (inches); S =Potential maximum retention (inches); CN =Curve Number -The Antecendent Mositure Condition (AMC) 1 and 3 are implemented by adjusting the Curve Numbers. The AMC specifies the moisture level in the ground immediately prior to the storm. Four conditions are defined: 1 - I Dry 2-IINormal 3 -III Wet 4 -Frozen or Saturated It is common policy to use AMC 2 for most design work. Other values should be used only under special circumstances. AMC 3 is sometimes used to study wet conditions, such as a spring rainfall event. Unless otherwise specified AMC 3 will be utilized for all hydrologic computations that employ the SCS-TR 20 method. 4. A Unit Hydrograph, in conjunction with the Tc, is used to determine how the runoff from a single burst is distributed over time. The result is a complete runoff hydrograph for a single burst; 5. Individual hydrographs are added together for all bursts in the storm, yielding the complete runoff hydrograph for the storm. 3.2 Cumulative Precipitation "P": As sited earlier the NRCS SCS-TR20 methodology utilizes rainfall depth "P" at various storm durations for the various storm frequencies that will be analyzed. The information reported in the SCS TP40 is provided in Table C-6 of the USDG, for Brazos County, TX, and is summarized below in Table #1 -"Rainfall Depth". to rm Duration 2-YR 5-YR 24-hr 4.50 6.20 TABLE#l Rainfall Depth 10-YR 7.40 25-YR 8.40 '--~~""'-~~~~~~~~~~~~ 298-0542 Drainage Report-Detention.docx 50-YR 100-YR 9.80 11.00 Page -5 Summit Crossing, Phase 28 -Detention Facility Drainage Study 3.3 SCS Runoff Curve Numbers "CN": RME Consulting Engineers July 14 , 2014 The Soils Conservation Service (SCS) runoff Curve Number, for each sub-drainage basin, was determined by composite method of percentage of land cover to the total sub- drainage basin. These CNs were estimated from the NRCS, Urban Hydrology for Small Watersheds, TR 55 (June 1986) by comparison of runoff surface types. Runoff surface types where determined by field reconnaissance, aerial maps, and utilizing the NRCS Web Soil Survey web-based program. Calculations for the composite runoff CNs are illustrated below in Table #2-"Composite Curve Number". Drainage Area I.D. XI Pl P3 3.4 Time of Concentration: TABLE#2 Composite Curve Number (CNwtd) TypeD Op en Space Undeveloped Woods Good Good Rooftop or Grass Areas Condition c ondition Pavement CN=77 CN=72 c N=79 CN=98 100.0% 2 5.0% 75.0% 2 5.0% 75.0% Composite CNwtd 77 93 93 The Time-of-Concentration (Tc), for each watershed, is used to determine the intensity of the rainfall event for the corresponding drainage basin. Time-of-Concentration is defined as the time required for the surface runoff to flow from the most hydraulically remote point in a watershed to the point of analysis. The Tc is the summation of the flow time for overland sheet flow plus shallow overland flow and/or concentrated flow to the lower reach of the watershed. Overland sheet flow is a method developed by Overton and Meadows and is typically used for flow distances of 300 feet or less. Concentrated flows are estimated by velocities determined by use of the Manning's Equation. These two types of flow time calculations are further explamed as follows. Overland Sheet Flow, Tt = {0.007 (n L)0•8 } I {Pi 112 s0 ·4 } where, Tt =travel time (hours); n =Manning's roughness coefficient -This represents the flow-ability of runoff across a particular surface type and is a dimensionless coefficient. These coefficients are obtained from Table C-5 of the USDG; Pi = ith-year recurrence interval for the 24-hour rainfall depth (inches) -Rainfall depths are obtained from Table C-6 of the USDG; S =land slope (feet/foot) Shallow Concentrated Flow, Tt = D/(60V) where, Tt =Travel time (minutes); D = Flow distance (feet); 298-0542 Drainage Report-Detention.docx Page -6 t . \ • ·' I. •I '' . . , . " ~, :t• • t' ,. Summit Crossing, Phase 2B -Detention Facility Drainage Study RME Consulting Engineers July 14 , 2014 V = Average velocity of runoff (ft/sec) -These values are determined from interpolation velocities recorded in Table C-4 of the USDG; Table #3 -"Tu-Overland Sheet Flow" and Table #4 -"T t2-Shallow Concentrated Flow" illustrates the flow travel times for each segment of the sub-drainage basin in respect to the condition of the flow. The Tc's for each sub-drainage basin where then computed and are summarized below in Table #5 -"Tc Summary". TABLE #3 Ttl -Overland S beet Flow Overland Average Flow Land Travel Drainage Manning's Distance Pi Slope Time Area l.D . "n" (L) ( 100-year) (S) (Tc) Xl 0.03 108 11.0 0.0075 0.038 TABLE#4 Tt2 -Shallow and/or Concentrated Flow ~~...-~~~~~~--.~~~~ ... Drainage Area I.D . Xl Shallow (Unpaved) Shallow (Trans ition) Shallow (Paved) Flow Average Flow Av erage Flow Average Distance Velocity Distance Vel ocity Distance Velocity Dl) (Vl) (Dl) (V 1) (02) (V2) 559 1.9 0 0 .0 0 0.0 1) Unpaved Shallow Flow average velocities were estimated using the following equation V = l 6.135*S0·5 where, V =fps S = average slope Assumptions -Manning's N = 0 .05 & Hydraulic radius = 0.4 ft 2) Paved Shallow Flow average velocities were estimated using the following equation V = 20.328*S05 where, V =fps S = average slope Assumptions -Manning's N = 0.025 & Hydraulic radius = 0.2 ft TABLE#S Tc SUMMARY Co-m~b~in-e~d~~~~~~ Drainage Overland Channel Flow Area l.D . Flow Time Time --~~-+~~~~~~ XI 0.038 4 .90 '-~~ ....... ~~~~~~ Tc (min) 7.2 Note: If not noted above, the minimum Tc utilized wil1 be ten (10) minutes. 3.5 Stormwater Runoff Quantities: Time (Tc) 4 .90 Stormwater runoff quantities were calculated, using the SCS-TC 20 formula, with the assistance of the Hydrologic/Hydraulic stormwater modeling program HydroCAD. Runoff values for the larger watersheds are summarized below in Table #6 -"Drainage Basin Runoff Quantities". HydroCAD-Existing & Proposed Conditions Drainage Calculations and their supporting data are contained the "Attachment -Section 3.0 " 298-0542 Drainage Report-Detention .docx Page -7 " " ·' ,\ ,,, '• I ,I Summit Crossing, Phase 2B -Detention Facility Drainage Study RME Consulting Engineers July 14, 2014 appendix of this Drainage Report. These calculated runoff quantities were reviewed and considered reasonable for the studied watershed. TABLE#6 DRAINAGE BASIN RUNOFF QUANTITIES Drainage Drainage Rainfall Area Area Event (XI) (Pl) ( ) (cfs) cfs) 2 17 .69 19 .94 5 25 .94 27.56 IO 31.72 32 .94 25 36.52 37.41 50 43 .19 43 .67 100 48 .88 49.04 4.0 DETENTION FACILITY & ROUTING 4.1 Detention Facility Criteria STORAGE: Drainage Area (P3) (cfs) 2.85 3.95 4.71 5.35 6.25 7.02 1. The storage ability of the detention facility is such that it can adequately detain the receiving stormwater runoff from upstream drainage areas so that runoff from the project site is controlled to pre-development "existing" conditions. The storage requirements are more fully explained in the following section; 2. The maximum storage depths for design and ultimate conditions shall be as follows: Facility Location Parking Areas Rooftops Landscaped Areas Design Hy_dr_o_..gr.._a_.p_h ____ U_lt_im_at_e_H_.y~dr_o ...... gr...__.ap"""-'-h 0.50 ft 1.5 ft 0.50 ft 1.0 ft 3.0 ft 4 .50 ft 3. All detention facilities located on natural streams or water courses that are designed with a permanent storage component shall meet all criteria, in terms of design and construction, for Dams and Reservoirs as required by the Texas Commission on Environmental Quality (TCEQ); 4. Detention facilities shall have an additional 10% in storage to account for sedimentation, except those located in parking areas or rooftops. OUTLET STRUCTURES: The detention facility outlet structures are designed so that the system can be drained by means of gravity. Discharge velocities shall be verified that they are below the minimum velocities receivable by the type and nature of the receiving system or attenuated so that they are below these minimums. PHYSICAL CHARACTERISTICS: 298-0542 Drainage Report-Detention .docx Page -8 ( \ Summit Crossing, Phase 2B -Detention Facility Drainage Study RME Consulting Engineers July 14 , 2014 1. Side slopes shall not exceed 4:1 for vegetative cover and 2:1 for non-vegetative cover; 2. Bottom slopes must be 2.00% or steeper to low flow outlet; 3. A low-flow invert shall be provided for all facilities which have a vegetative cover at the facility bottom; EMERGENCY OVERFLOW: 1. The geometry of the emergency overflow shall be that of a rectangular weir; 2 . Surface treatment of the overflow weir shall be consistent with the expected velocities at ultimate conditions. Proper treatments shall be provided to accommodate or attenuate the discharge velocities; 3. A minimum of 0.5 feet of :freeboard shall be provided around the perimeter of the detention facility as measured between the maximum water surface elevation (during plugged-flow conditions of the primary outlet) and the maximum pool elevation when the extreme event spillway is engaged. 4.2 Methodology: The purpose of a detention facility is to store the increased runoff created by the impervious and improved areas, and discharge it at a rate so that the immediate downstream structure and/or property experiences decreases or no change as compared to existing conditions. Using the peak runoff rates, generated and illustrated in Section 3.5 of this report, hydrographs for each rainfall event and respective drainage basins were created for existing conditions. These hydrographs were constructed by means of triangular approximation method which is limited to smaller watersheds located within the secondary drainage system of a major watershed. Other assumptions and geometric conditions that are used to build these hydrographs are as listed below. Using this data, and inputting it into HydroCAD, approximate hydrographs were determined for each drainage basin at selected rainfall events. Triangular Approximation: 1. Peak Runoff (Q) occurs at "Tc"; 2. The outflow portion of the triangular hydrograph is Tc x 2; Using this information, the storage volume of the detention facility can be estimated. This storage volume shall be such that the peak discharges of the development hydrograph, or the routed hydrograph, from the detention facilities will be equal to or less than the "Benchmark" discharges. For this project, at proposed development conditions, the discharge values shall be such that the routed flows through Pond 1 (from Drainage Area "Pl"), plus the undetained runoff values from Drainage Area "P3'', are equal to or less than the peak discharge rates of Drainage Area "Xl ". 4.3 Detention Facility Configuration: The proposed development will consist of one (1) pond which will be an earthen structure. With the construction of this detention facility, called Pond 1, an appropriate outlet structure will also be installed to detain/meter (discussed in Section 4 .5) increased runoff from Drainage Area "Pl". The proposed GP-01 -Grading & Drainage Plan for 298-0542 Drainage Report-Detention.docx Page -9 I .) " '• ,, Summit Crossing, Phase 2B -Detention Facility Drainage Study RME Consulting Engineers July 14 , 2014 this project more fully depicts these improvements and is contained under the "Attachment -Section 4.0" portion of this report. The detention facilities are briefly summarized below: Pond 1: As mentioned above Pond 1 will consist of an earthen structure (4H:1V sideslopes). The outfall of Pond 1 will be a two-staged outlet with the initial , or primary outfall, having a flowline at an elevation of 293 .17' (being 24" ADS drain pipe) and the second stage , or emergency spillway , at an elevation of 298.57' (being a broad crested rectangular weir-20' breath). Runoff will be conveyed to the pond by overland flow via Buena Vista street (and in the future by means of underground storm sewer sytem). Once runoff enters the pond's low-flow will be conveyed to the primary outfall by means of a 4 ' wide concrete pilot channel constructed at a 1.00% slope. The stage/storage volume of Pond 1 will have a maximum storage elevation of 299.80 ' and a minimum elevation of 293 .17'. Pond 1 storage volume will be reduced by 10% to account for sedimentation and other storage losses. 4.4 Tai/water Considerations: Tailwater influences, for the detention facilities' outlet structures, are discussed as follows: Pond 1: The outlet device for Pond 1 discharges directly into the proposed 24 " ADS drain pipe. This storm drain discharges into the headworks of a well defined tributary that drains into the unnamed tributary of the Crescent Pointe subdivision. This storm drain discharges into the creek approximately 12 " above the flowline. Therefore it is concluded that there are no tailwater influences imposed on Pond 1 outlet device, from the downstream drainage system, and this structure will be analyzed with a free-flow condition. 4.5 Detention Facility Outlet Structure: The detention facility outlet structures have been designed to accommodate and route collected stormwater runoff, from Drainage Area "Pl" (Pond 1) so that during analyzed/routed rainfall events the post-development discharge rates are near or less than the "benchmark" discharge values generated from Drainage Area "Xl ". These "benchmark" discharge values are illustrated in Table #6 contained in Section 3.6 of this report . The discharge structure of each detention pond will serve as the restricting or metering device, and is summarized below: Pond #1: Primary: The initial discharge structure for the detention pond is by means of a 24" ADS drainage pipe placed at a 0.50% slope. Emergency Spillway : The emergency spillway structure will consist of a 20' wide broad crested rectangular weir that will be engaged when the pond system reaches an elevation of298.57'; 298-0542 Drainage Report-Detention.docx Page -10 "f I I' . ' ,.,. •• .r~ , r ·' .. . , . ' •' v .. '1 " Summit Crossing, Phase 28 -Detention Facility Drainage Study 4.6 Ro uting Res ults an d Concl usions: RME Cons ulting Engineers July 14 , 2014 Once the project's detention facility and outlet structure was determined, then the hydrograph for Drainage Basins "Pl" could be routed through the detention systems. The routing of this hydrograph, for each analyzed rainfall event, was accomplished by means of the Hydrologic/Hydraulic stormwater modeling program HydroCAD. The program mathematically solves for continuity between the detention facility 's storage capabilities , in respect to height versus storage and height versus discharge rate , with the inflow hydrograph and inputted tailwater conditions. HydroCAD -Proposed Conditions Pond Calculations -Pond 1 and its supporting data is contained the "Attachment - Section 4.0" section of this Drainage Report. An equivalent comparison of pre-development to post-development drainage areas is necessary to verify that the proposed detention facilities are properly attenuating the increased impervious cover runoff. For this project Drainage Area "Xl" is the benchmark runoff values for pre-development conditions . Therefore, routed runoff values from Drainage Area "Pl", plus undetained Drainage Area "P3 ", must be less than or equal to the benchmark runoff values. As shown below in Table #7 -"Detention Facility Routing", the designed detention facility systems can accommodate inflow runoff and adequately detain this stormwater so that the facility 's discharge rates are minimally below the "benchmark" discharges (with the exception of the 2-year rainfall event being 0.53 cfs greater than pre-development conditions -considered negligible). 100-year plugged flows to calculate emergency spillway discharges and freeboard are reported below in Table #8 -"Emergency Spillway Routing" and is complete data is found in HydroCAD -Emergency Spillway Calculations -Pond 1 and its supporting data is contained the "Attachment -Section 4.0" section of this Drainage Report. TABLE#7 DETENTION FACILITY R OUTING Routed Benchmark Discharge Undetained Discharge Diff. in Rainfall Rate D.A. "P3" Rate Discharge Event (Pond 1) Discharge D.A . "Xl" Rate (yr) (cfs) Rate (cfs) (cfs) (cfs) 2 15.37 2.85 17.69 0.53 5 19.75 3.95 25 .94 -2 .24 10 22.71 4.71 31.72 -4.30 25 23.97 5.35 36.52 -7 .2 0 50 26.21 6.25 43.19 -10.73 100 27.99 7.02 48.88 -13.87 298-0542 Drainage Report-Detention.docx Page -11 l' ·. Summit Crossing, Phase 2B -Detention Facility Drainage Study RME Consulting Engineers July 14, 2014 TABLE#8 EMERGENCY SPILLWAY ROUTING Routed Storage Max. Discharge Max. Berm Volume Pool Elev Rate Elev. Freeboard Pond T.D. (cu.ft. (ft) (cfs) (ft) (ft) 1 29,303 299.28 48.26 299.80 0.52 5.0 CERTIFICATION Rabon11;t~~lf, P .E. State of Texas P.E. No. 88583 298-0542 Drainage Report-Detention.docx Page -12 " Section 1.0 GENERAL INFORMATION Section 2.0 WATERSHEDS & DRAINAGE AREAS Section 4.0 STORM DRAINAGE SYSTEM HydroCAD-Existing & Proposed Conditions Drainage Calculations SCP2A-TR20-071414 Type Ill 24-hr 2-Year Rainfal/=4.50", AMC=3 Prepared by {enter your company name here} Page 1 7/11/2014 HydroCAD® 7.10 sin 003394 © 2005 HydroCAD Software Solutions LLC Time span=0 .00-20.00 hrs, dt=0.05 hrs, 401 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-lnd+ Trans method -Pond routing by Stor-lnd method Subcatchment DA-P1: Post-Development P1 Runoff Area=5.240 ac Runoff Depth>4 .06" Tc=10 .0 min Adjusted CN=98 Runoff=19 .94 cfs 1.774 af Subcatchment DA-P3: Post-Development P2 Runoff Area=0.750 ac Runoff Depth>4.06" Tc=10 .0 min Adjusted CN=98 Runoff=2 .85 cfs 0.254 af Subcatchment DA-X1: Pre-Development "X1" Runoff Area=5.420 ac Runoff Depth>3 .1 O" Tc=10 .0 min Adjusted CN=89 Runoff=17 .68 cfs 1.402 af Total Runoff Area= 11.410 ac Runoff Volume= 3.430 af Average Runoff Depth= 3.61" HydroCAD-Existing & Proposed Conditions D rainage Calculations SCP2A-TR20-071414 Type Ill 24-hr 2-Year Rainfal/=4 ~50", AMC=3 Prepared by {enter your company name here} HydroCAD® 7 .10 sin 003394 © 2005 HydroCAD Software Solutions LLC Subcatchment DA-P1: Post-Development P1 Runoff = 19 .94 cfs@ 12.14 hrs, Volume= 1.774 af, Depth> 4 .06 " Runoff by SCS TR-20 method , UH=SCS , Time Span= 0.00-20 .00 hrs , dt= 0.05 hrs Type Ill 24-hr 2-Year Rainfall=4 .50 ", AMC=3 Area (ac) CN Description 5.240 93 Post-Development Conditions 5.240 93 Weighted Average, Adjusted for AMC to CN = 98 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Proposed Conditions 22 2 1 20 19 18 17 16 15 14 -13 "' ~ 12 ;: 11 £ 10 9 8 7 6 5 4 3 2 Subcatchment DA-P1: Post-Development P1 Hydrograph Type Ill 24-hr 2-Year Rainfall=4.50" AMC=3 Runoff Area=S.240 ac Runoff Volume=1.774 af Runoff Depth>4.06" Tc=10.0 min Adjusted CN=98 19.94 cfs ~-i..""T"......,~.,..;;::;::;:;;::;:;;:;:;;;:;:;:;:;:;::;::;:;::;::;::;::;::::;:::.... ....... ..,......~ ................. ...,....,..::::;:::;:::;::;:;:;:;::;:::;::;::;;;:;::;:;:~ 0 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Page2 7/11/2014 HydroCAD-Existing & Proposed Conditions Drainage Calculations SCP2A-TR20-071414 Type Ill 24-hr 2-Year Rainfal/=4.50", AMC=3 Prepared by {enter your company name here} HydroCAD® 7.10 sin 003394 © 2005 HydroCAD Software Solutions LLC Subcatchment DA-P3: Post-Development P2 Runoff = 2.85 cfs@ 12.14 hrs, Volume= 0.254 af, Depth> 4 .06" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20 .00 hrs, dt= 0 .05 hrs Type Ill 24-hr 2-Year Rainfall=4.50", AMC=3 Area (ac) CN Description 0.750 93 Proposed-Development Conditions 0.750 93 Weighted Average, Adjusted for AMC to CN = 98 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 3 2 Direct Entry, Proposed Conditions Subcatchment DA-P3: Post-Development P2 Hydrograph Type Ill 24-hr 2-Year Rainfall=4.50" AMC=3 Runoff Area=O. 750 ac Runoff Volume=0.254 af Runoff Depth>4.06" Tc=10.0 min Adjusted CN=98 2.85 cfs o-l..... ....... ~,...~;:;:;:;;:;:;:;;:;:;:;:;::;:;::;::;:;::;:;::::::;:~......,......,..,.., ...... ,..........,.._.,.:;::::;:::::;:;::;:;:;;~~ 0 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Page 3 7/11/2014 I -Runoff~ HydroCAD-Existing & Proposed Conditions Drainage Calculations SCP2A-TR20-071414 Type 11124-hr 2-Year Rainfal/=4.50", AMC=3 Prepared by {enter your company name here} HydroCAD® 7.10 sin 003394 © 2005 HydroCAD Software Solutions LLC Subcatchment DA-X1: Pre-Development "X1" Runoff = 17 .68cfs@ 12 .14hrs, Volume= 1.402 af, Depth> 3.1 O" Runoff by SCS TR-20 method , UH=SCS, Time Span= 0.00-20.00 hrs , dt= 0.05 hrs Type Ill 24-hr 2-Year Rainfall=4 .50 ", AMC=3 Area (ac) CN Description 5.420 77 Pre-Deve lopment Conditions 5.420 77 Weighted Average, Adjusted for AMC to CN = 89 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10 .0 Direct Entry, Existing Conditions 19 18 17 16 15 14 13 12 i 11 " -10 ~ 9 IL 8 7 6 5 4 3 2 Subcatchment DA-X1: Pre-Development"X1" Hydrograph Type Ill 24-hr 2-Year Rainfall=4.50" AMC=3 Runoff Area=5.420 ac Runoff Volume=1.402 af Runoff Depth>3.1 O" Tc=10.0 min Adjusted CN=89 17 .68 cfs ~i.....,..,.,.. ....... i"""""".,.........,.. ........ .,..... ........ """",..;::;~;::;::;::;:~;::...,.......,., ....... ,.........,...........,.:::;:::::;:;;;:;:;::;:;:;:;:;:;:;:;:;I 0 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Page4 7/11/2014 I-Runoff I HydroCAD-Existing & Proposed Conditions Drainage Calculations SCP2A-TR20-071414 Type Ill 24-hr 5-Year Rainfal/=6.20", AMC=3 Prepared by {enter your company name here} Page 5 7/11/2014 HydroCAD® 7.10 sin 003394 © 2005 HydroCAO Software Solutions LLC Time span=0.00-20.00 hrs, dt=0 .05 hrs , 401 points Runoff by SCS TR-20 method , UH=SCS Reach routing by Stor-lnd+ Trans method -Pond routing by Stor-lnd method Subcatchment DA-P1: Post-Development P1 Runoff Area=5 .240 ac Runoff Depth>5 .68" Tc=10 .0 min Adjusted CN=98 Runoff=27 .56 cfs 2.482 af Subcatchment DA-P3 : Post-Development P2 Runoff Area=O . 750 ac Runoff Depth>5 .68" Tc=10 .0 min Adjusted CN=98 Runoff=3 .95 cfs 0.355 af Subcatchment DA-X1: Pre-Development "X1" Runoff Area=5.420 ac Runoff Oepth>4 .66" Tc=10 .0 min Adjusted CN=89 Runoff=25 .94 cfs 2.105 af Total Runoff Area= 11.410 ac Runoff Volume= 4.943 af Average Runoff Depth= 5.20" HydroCAD-Existing & Proposed Conditions Drainage Calculations SCP2A-TR20-071414 Type Ill 24-hr 5-Year Rainfal/=6. 20", AMC=3 Prepared by {enter your company name here} HydroCAD® 7 .10 sin 003394 © 2005 HydroCAD Software Solutions LLC Subcatchment DA-P1: Post-Development P1 Runoff = 27.56cfs@ 12.14hrs, Volume= 2.482 af, Depth> 5.68" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type Ill 24-hr 5-Year Rainfall=6.20", AMC=3 Area (ac) CN Description 5.240 93 Post-Development Conditions 5.240 93 Weighted Average, Adjusted for AMC to CN = 98 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 30 28 26 24 22 20 -18 J!! ~ 16 :t .2 14 ... 12 10 B 6 4 2 Direct Entry, Proposed Conditions Subcatchment DA-P1: Post-Development P1 Hydrograph 27.56 cfs Type Ill 24-hr 5-Year Rainfall=S.20" AMC=3 Runoff Area=S.240 ac Runoff Volume=2.482 af Runoff Depth>S.68" Tc=10.0 min Adjusted CN=98 2 3 4 5 6 7 B 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Page 6 7/11/2014 I -Runoff~ HydroCAD-Existing & Proposed Conditions Drainage Calculations SCP2A-TR20-071414 Type 11124-hr 5-Year Rainfal/=6.20", AMC=3 Prepared by {enter your company name here} HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC Subcatchment DA-P3: Post-Development P2 Runoff = 3 .95 cfs@ 12.14 hrs, Volume= 0 .355 af, Depth> 5.68" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0 .05 hrs Type Ill 24-hr 5-Year Rainfall=6.20", AMC=3 Area (ac) CN Description 0 .750 93 Proposed-Development Conditions 0.750 93 Weighted Average, Adjusted for AMC to CN = 98 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 4 3 ~ .!2 2 LI.. Direct Entry, Proposed Conditions Subcatchment DA-P3: Post-Development P2 Hydrograph Type Ill 24-hr 5-Year Rainfall=6.20" AMC=3 Runoff Area=0.750 ac Runoff Volume=0.355 af Runoff Depth>S.68" Tc=10.0 min Adjusted CN=98 3 .95 cfs o-L....-....... ~~:;:;:;::;;:;:;:;:;:;:;:;:;;:;:;:;::;:;:;:;:;::::;:~r-"'"".,..........,.....'""'T"",..,.,...~:::;:::::;;:;:;::;;::;:;:;:;:;:;:;:;:~ 0 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Page 7 7/11/2014 I -Runoff~ HydroCAD-Existing & Proposed Conditions Drainage Calculations SCP2A-TR20-071414 Type Ill 24-hr 5-Year Rainfa//=6.20': AMC=3 Prepared by {enter your company name here} HydroCAD® 7.10 sin 003394 © 2005 HydroCAD Software Solutions L LC Subcatchment DA-X1: Pre-Development "X1" Runoff = 25.94 cfs@ 12 .14 hrs, Vo lume= 2.105 af, Depth> 4 .66 " Runoff by SCS TR-20 method , UH=SCS , Time Span= 0.00 -20.00 hrs, dt= 0.05 hrs Type Ill 24-hr 5-Yea r Rainfall=6 .20 ", AMC=3 Area (ac) CN Description 5.420 77 Pre-Deve lopment Conditions 5.420 77 Weighted Average, Adjusted for AMC to CN = 89 Tc Length Slope Velocity Capacity Description (min) (feet) (tuft) (ft/sec) (cfs) 10.0 Direct Entry, Existing Conditions 28 26 24 22 20 18 i' 16 ~ ~ 14 ii: 12 10 8 6 4 2 Subcatchment DA-X1: Pre-Development "X1" Hydrograph Type Ill 24-hr 5-Year Rainfall=6.20" AMC=3 Runoff Area=S.420 ac Runoff Volume=2.105 af Runoff Depth>4.66" Tc=10.0 min Adjusted CN=89 25.94 cfs , ... o t....,.,....,..,.,.,...~.....,.._..,._..., __ ~:;;:;::;:;;::::;::.........,.....,... ......... ..,.........::::=:::;;::::::;:;:;:;;::;:;:;:;;:;J 0 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 T ime (hours) Page8 7/11/2014 I-Runoff i HydroCAD-Existing & Proposed Conditions Drainage Calculations SCP2A-TR20-071414 Type Ill 24-hr 10-Year Rainfal/=7.40': AMC=3 Prepared by {enter your company name here} Page 9 7/11/2014 HydroCAD® 7.10 sin 003394 © 2005 HydroCAD Software Solutions LLC Time span=0.00-20 .00 hrs, dt=0.05 hrs, 401 points Runoff by SCS TR-20 method , UH=SCS Reach routing by Stor-lnd+ Trans method -Pond routing by Stor-lnd method Subcatchment DA-P1: Post-Development P1 Runoff Area=5.240 ac Runoff Depth>6 .83 " Tc=10.0 min Adjusted CN=98 Runoff=32 .94 cfs 2.982 af Subcatchment DA-P3: Post-Development P2 Runoff Area=0 .750 ac Runoff Depth >6.83" T c=10 .0 min Adjusted CN=98 Runoff=4 .71 cfs 0.427 af Subcatchment DA-X1: Pre-Development "X1" Runoff Area=5.420 ac Runoff Depth>5 . 78 " Tc=10 .0 min Adjusted CN=89 Runoff=31 .72 cfs 2 .609 af Total Runoff Area= 11.410 ac Runoff Volume= 6.018 af Average Runoff Depth= 6.33" HydroCAD-Existing & Proposed Conditions Drainage Calculations SCP2A-TR20-071414 Type Ill 24-hr 10-Year Rainfa//=7.40", AMC=3 Prepared by {enter your company name here} HydroCAD® 7 .10 sin 003394 © 2005 HydroCAD Software Solutions LLC Subcatchment DA-P1: Post-Development P1 Runoff = 32 .94cfs@ 12.14hrs, Volume= 2.982 af, Depth> 6.83" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05hrs Type 11124-hr 10-Year Rainfall=7.40", AMC=3 Area (ac) CN Description 5.240 93 Post-Development Conditions 5 .240 93 Weighted Average, Adjusted for AMC to CN = 98 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 36 34 32 30 28 26 24 22 i 20 ~ 18 ii: 16 14 12 10 8 4 Direct Entry, Proposed Conditions Subcatchment DA-P1: Post-Development P1 Hydrograph Type Ill 24-hr 10-Year Rainfall=7 .40" AMC=3 Runoff Area=S.240 ac Runoff Volume=2.982 af Runoff Depth>6.83" Tc=10.0 min Adjusted CN=98 32.94 cfs 2i,_.,_.......,..~:;:;:;:;::;:;:r:;:;:;:;:j:;:;:;::;;:;:;:;;;:::::::;::::.~~_.,...~:::;:::::;;::::;:;::;;;:;:;::;:;;;;:;:;:d 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Page 10 7/11/2014 I-Runoff I HydroCAD-Existing & Proposed Conditions Drainage Calculations SCP2A-TR20-071414 Type Ill 24-hr 10-Year Rainfal/=7.40", AMC-=73 Prepared by {enter your company name here} HydroCAD® 7.10 sin 003394 © 2005 HydroCAD Software Solutions LLC Subcatchment DA-P3: Post-Development P2 Runoff = 4 .71 cfs@ 12 .14 hrs, Volume= 0.427 af, Depth> 6.83" Runoff by SCS TR-20 method , UH=SCS , Time Span= 0.00-20 .00 hrs, dt= 0.05 hrs Type Ill 24-hr 10-Year Rainfall=7 .40", AMC=3 Area (ac) CN Description 0.750 93 Proposed-Development Cond itions 0.750 93 Weighted Average, Adjusted for AMC to CN = 98 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 5 4 2 Direct Entry, Proposed Conditions Subcatchment DA-P3: Post-Development P2 Hydrograph Type Ill 24-hr 10-Year Rainfall=7 .40" AMC=3 Runoff Area=O. 750 ac Runoff Volume=0.427 af Runoff Depth>6.83" Tc=10.0 min Adjusted CN=98 4 .71 cfs o-L-...-..... ~:;;;:;;~;:;:;:;:;:;:::;:;:::;:;:;:;:::::;::::.......,...........,....~~::::::;::::::;:::~:;;:;:;:;~ 0 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Page 11 7/11/2014 I -Ru noff . HydroCAD-Existing & Proposed Conditions Drainage Calculations SCP2A-TR20-071414 Type II/ 24-hr 10-Year Rainfal/=7.40", AMC=3 Prepared by {enter your company name here} HydroCAD® 7.10 sin 003394 © 2005 HydroCAD Software Solutions LLC Subcatchment DA-X1: Pre-Development "X1" Runoff = 31. 72 cfs @ 12.14 hrs, Volume= 2.609 af, Depth> 5.78" Runoff by SGS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type 11124-hr 10-Year Rainfall=7.40", AMC=3 Area (ac) CN Description 5.420 77 Pre-Development Conditions . 5.420 77 Weighted Average, Adjusted for AMC to CN = 89 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 34 32 30 28 26 24 22 i' 20 u -18 ~ £ 16 14 12 10 8 6 4 2 Direct Entry, Existing Conditions Subcatchment DA-X1: Pre-Development "X1" Hydrograph 31 .72cfs Type Ill 24-hr 10-Year Rainfall=7 .40" AMC=3 Runoff Area=S.420 ac Runoff Volume=2.609 af Runoff Depth>S. 78" Tc=10.0 min Adjusted CN=89 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Page 12 7/11/2014 HydroCAD-Existing & Proposed Conditions Drainage Calculations SCP2A-TR20-071414 Type Ill 24-hr 25-Year Rainfal/=8.40': AMC=3 Prepared by {enter your company name here} Page 13 7/11/2014 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC Time span=0.00-20.00 hrs, dt=0 .05 hrs, 401 points Runoff by SCS TR-20 method , UH=SCS Reach routing by Stor-:lnd+ Trans method -Pond routing by Stor-lnd method Subcatchment DA-P1: Post-Development P1 Runoff Area=5 .240 ac Runoff Depth> 7. 78" Tc=10 .0 min Adjusted CN=98 Runoff=37.41 cfs 3.399 af Subcatchment DA-P3: Post-Development P2 Runoff Area=0 .750 ac Runoff Depth>7 .78" Tc=10 .0 min Adjusted CN=98 Runoff=5 .35 cfs 0.487 af Subcatchment DA-X1: Pre-Development "X1" Runoff Area=5 .420 ac Runoff Depth>6 .71" Tc=10 .0 min Adjusted CN=89 Runoff=36 .52 cfs 3.031 af Total Runoff Area= 11.410 ac Runoff Volume= 6.917 af Average Runoff Depth= 7.27" HydroCAD-Existing & Proposed Conditions Drainage Calculations SCP2A-TR20-071414 Type 11124-hr 25-Year Rainfall=B.40", AMC=3 Prepared by {enter your company name here} HydroCAD® 7.10 sin 003394 © 2005 HydroCAD Software Solutions LLC Subcatchment DA-P1: Post-Development P1 Runoff = 37 .41 cfs @ 12 .1 4 hrs, Volume= 3.399 af, Depth> 7.78" Runoff by SGS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type 11124-hr 25-Year Rainfall=8.40", AMC=3 Area (ac) CN Description 5.240 93 Post-Development Conditions 5.240 93 Weighted Average, Adjusted for AMC to CN = 98 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 40 38 36 34 32 30 28 26 i 24 .2. 22 ~ 20 u: 18 16 14 12 10 8 6 4 Direct Entry, Proposed Conditions Subcatchment DA-P1: Post-Development P1 Hydrograph Type Ill 24-hr 25-Year Rainfall=S.40" AMC=3 Runoff Area=S.240 ac Runoff Volume=3.399 af Runoff Depth>7.78" Tc=10.0 min Adjusted CN=98 37.41 cfs 2!_....,_..,.;;:;:;:;:;:;;:j:;:;;:;:j:;;:;:;;;::;;;:;:;:;::::;:;::::::::::__ ............................. .:::::::::;:;:;:;:;:;;:;;;;:;;;:;;d 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Page 14 7/11/2014 I-Runoff. HydroCAD-Existing & Proposed Conditions Drainage Calculations SCP2A-TR20-071414 Type Ill 24-hr 25-Year Rainfal/=8.40", AMC=3 Prepared by {enter your company name here} HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC Subcatchment DA-P3: Post-Development P2 Runoff = 5.35cfs@ 12 .14hrs, Volume= 0.487 af, Depth> 7.78" Runoff by SCS TR-20 method, UH=SCS , Time Span= 0.00-20 .00 hrs, dt= 0.05 hrs Type Ill 24-hr 25-Year Rainfall=8.40", AMC=3 Area (ac) CN Description 0.750 93 Proposed-Development Conditions 0 .750 93 Weighted Average, Adjusted for AMC to CN = 98 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10 .0 5 4 2 Direct Entry, Proposed Conditions Subcatchment DA-P3: Post-Development P2 Hydrograph Type Ill 24-hr 25-Year Rainfall=S.40" AMC=3 Runoff Area=0.750 ac Runoff Volume=0.487 af Runoff Depth>7.78" Tc=10.0 min Adjusted CN=98 5 .35 cfs oL..--..,..;;;;~:;:;:;:;:;:;::;:;::;:;:;:;:;;;;:;:;::::;:;:;:;:::::=.._.....,.........,....._,....~::::::;::;:;:;:;::::;:;:;;:;:;;;:;~ 0 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Page 15 7/11/2014 HydroCAD-Existing & Proposed Conditions Drainage Calculations SCP2A-TR20-071414 Type Ill 24-hr 25-Year Rainfal/=8.40", AMC=3 Prepared by {enter your company name here} HydroCAD® 7.1 O sin 003394 © 2005 HydroCAD Software Solutions LLC Subcatchment DA-X1: Pre-Development "X1" Runoff = 36 .52 cfs@ 12.14 hrs, Volume= 3 .031 af, Depth> 6 .71" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0 .00-20.00 hrs, dt= 0.05 hrs Type Ill 24-hr 25-Year Rainfall=8.40", AMC=3 Area (ac) CN Description 5.420 77 Pre-Development Conditions 5.420 77 Weighted Average, Adjusted for AMC to CN = 89 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 40 38 36 34 32 30 28 26 -24 ~ 22 ~ 20 0 ii: 18 16 14 12 10 8 6 4 Direct Entry, Existing Conditions Subcatchment DA-X1: Pre-Development "X1" Hydrograph Type Ill 24-hr 25-Year Rainfall=S.40" AMC=3 Runoff Area=S.420 ac Runoff Volume=3.031 af Runoff Depth>&. 71" Tc=10.0 min Adjusted CN=89 36.52 cfs 2.t........,...,_.,.........,..__,..._.,._.,...;;;:;::;;;;::;:;;:;::;::;:::;:;:::::... ......................................... ...::::::::::::;:;:;:;::;:;:;;:;:;::;:;= 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Page 16 7/11/2014 I-Runoff~ HydroCAD-Existing & Proposed Conditions Drainage Calculations SCP2A-TR20..071414 Type Ill 24-hr 50-Year Rainfal/=9 .80': AMC=3 Prepared by {enter your company name here} Page 17 7/11/2014 HydroCAD® 7.10 sin 003394 © 2005 HydroCAD Software Solutions LLC Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points Runoff by SCS TR-20 method , UH=SCS Reach routing by Stor-lnd+ Trans method -Pond routing by Stor-lnd method Subcatchment DA-P1: Post-Development P1 Runoff Area=S .240 ac Runoff Depth>9 .12" Tc=10 .0 min Adjusted CN=98 Runoff=43 .67 cfs 3.983 af Subcatchment DA-P3: Post-Development P2 Runoff Area=0.750 ac Runoff Depth>9 .12" Tc=10 .0 min Adjusted CN=98 Runoff=6 .25 cfs 0.570 af Subcatchment DA-X1: Pre-Development "X1" Runoff Area=5.420 ac Runoff Depth>B .03 " Tc=10 .0 min Adjusted CN=89 Runoff=43 .19 cfs 3.625 af Total Runoff Area= 11.410 ac Runoff Volume= 8.178 af Average Runoff Depth= 8.60" HydroCAD-Existing & Proposed Conditions Drainage Calculations SCP2A-TR20-071414 Type Ill 24-hr 50-Year Rainfal/=9. 80", AMC=3 Prepared by {enter your company name here} HydroCAD® 7 .1 O sin 003394 © 2005 HydroCAD Software Solutions LLC Subcatchment DA-P1: Post-Development P1 Runoff = 43 .67 cfs@ 12.14 hrs, Volume= 3.983 af, Depth> 9.12" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20 .00 hrs, dt= 0.05 hrs Type Ill 24-hr 50-Year Rainfall=9 .80", AMC=3 Area (ac) CN Description 5.240 93 Post-Development Conditions 5.240 93 Weighted Average, Adjusted for AMC to CN = 98 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10 .0 Direct Entry, Proposed Conditions 48 46 44 42 40 38 36 34 32 30 -;;-28 ~ 26 ii: 24 £ 22 20 18 16 14 12 10 8 6 4 Subcatchment DA-P1: Post-Development P1 Hydrograph Type IU 24-hr 50-Year Rainfall=9.80" AMC=3 Runoff Area=S.240 ac Runoff Volume=3.983 af Runoff Depth>9.12" Tc=10.0 min Adjusted CN=98 43.67 cfs ~l-~~:;:;:;::;::;::;::;;:r:;:;:;;:;::;:;;;:;:;:;:;::;:;::;:;::;::;:;::::;:::;:......,......,.,.._._....~::::::::;:;::::;:;:;:;:;:;:;::;:;:;:;:;:;:d 0 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Page 18 7/11/2014 I-Runoff. HydroCAD-Existing & Proposed Conditions Drainage Calculations SCP2A-TR20-071414 Type Ill 24-hr 50-Year Rainfal/=9. BO': AMC=3 Prepared by {enter your company name here} HydroCAD® 7 .10 sin 003394 © 2005 HydroCAD Software Solutions LLC Subcatchment DA-P3: Post-Development P2 Runoff = 6 .25 cfs @ 12.14 hrs, Volume= 0.570 af, Depth> 9.12" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type Ill 24-hr 50-Year Rainfall=9.80", AMC=3 Area (ac) CN Description 0.750 93 Proposed-Development Conditions 0.750 93 Weighted Average, Adjusted for AMC to CN = 98 ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 6 5 2 Direct Entry, Proposed Conditions Subcatchment DA-P3: Post-Development P2 Hydrograph Type Ill 24-hr 50-Year Rainfall=9.80" AMC=3 Runoff Area=0.750 ac Runoff Volume=0.570 af Runoff Depth>9.12" Tc=10.0 min Adjusted CN=98 6 .25 cfs o-:l---~.,.;:;:;:;;:;:;:;~:;:;:;:;;:;:;;::;;:::::::::.__.._..._...~:::::::;:::::;:;:;;:;;;:;;;;:;~ 0 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Page 19 7/11/2014 1-Runoffj HydroCAD-Existing & Proposed Conditions Drainage Calculations SCP2A-TR20-071414 Type Ill 24-hr 50-Year Rainfa/1=9.80'~ AMC=3 Prepared by {enter your company name here} HydroCAD® 7.10 sin 003394 © 2005 HydroCAD Software Solutions LLC Subcatchment DA-X1: Pre-Development "X1" Runoff = 43 .19 cfs@ 12.14 hrs, Volume= 3.625 af, Depth> 8.03" Runoff by SCS TR-20 method, UH=SCS , Time Span= 0.00-20 .00 hrs , dt= 0.05 hrs Type Ill 24-hr 50 -Year Rainfall=9.80", AMC=3 Area (ac) CN Description 5.420 77 Pre-Development Conditions 5.420 77 Weighted Average, Adjusted for AMC to CN = 89 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Existing Conditions Subcatchment DA-X1: Pre-Development "X1" Hydrograph 45_r-~~~~~~~~~~~~~~~~~~~~~~~~~~~-. 46 44 42 40 38 36 34 32 30 -28 ~ 26 ~ 24 .2 22 u. 20 18 16 14 12 10 8 6 4 Type Ill 24-hr 50-Year Rainfall=9.80" AMC=3 Runoff Area=S.420 ac Runoff Volume=3.625 af Runoff Depth>S.03" Tc=10.0 min Adjusted CN=89 43.19 cfs ~1......,........,.........,. ....... ,.....,._1111:;:;=;:;::;:;:;:;;:;:;:;:;:;::;:;::::::~,..,....,.,~~.,:::;:::;:;;::;:;::;;;:;:;::;::;:;:;::;:;:;~ 0 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Page 20 7111/2014 I-Runoff~ HydroCAD-Existing & Proposed Conditions Drainage Calculations SCP2A-TR20-071414 Type 11124-hr 100-Year Rainfall=11 .00", AMC=3 Prepared by {enter your company name here} Page 21 7/11/2014 HydroCAD® 7 .10 sin 003394 © 2005 HydroCAD Software Solutions LLC Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points Runoff by SCS TR-20 method , UH=SCS Reach routing by Stor-lnd+ Trans method -Pond routing by Stor-lnd method Subcatchment DA-P1: Post-Development P1 Runoff Area=5 .240 ac Runoff Depth>10 .27" Tc=10 .0 min Adjusted CN=98 Runoff=49 .04 cfs 4.483 af Subcatchment DA-P3: Post-Development P2 Runoff Area=0 .750 ac Runoff Depth>10 .27" Tc=10.0 min Adjusted CN=98 Runoff=7.02 cfs 0.642 af Subcatchment DA-X1: Pre-Development "X1" Runoff Area=5.420 ac Runoff Depth>9 .16" Tc=10 .0 min Adjusted CN=89 Runoff=48 .88 cfs 4 .136 af Total Runoff Area= 11.410 ac Runoff Volume= 9.261 af Average Runoff Depth= 9.74" HydroCAD-Existing & Proposed Conditions Drainage Calculations SCP2A-TR20-071414 Type 11124-hr 100-Year Rainfal/=11.00': AMC=3 Prepared by {enter your company name here} HydroCAD® 7.10 sin 003394 © 2005 HydroCAD Software Solutions LLC Subcatchment DA-P1: Post-Development P1 Runoff = 49.04 cfs@ 12 .1 4 hrs, Volume= 4.483 af, Depth>10.27" Runoff by SCS TR-20 method , UH=SCS, Time Span= 0.00-20.00 hrs , dt= 0 .05 hrs Type Ill 24-hr 100-Year Rainfall=11.00", AMC=3 Area (ac) CN Description 5.240 93 Post-Development Conditions 5.240 93 Weighted Average, Adjusted for AMC to CN = 98 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 54 52 50 48 46 44 42 40 38 36 34 -32 ~ 30 -28 ~ 26 u:: 24 22 20 18 16 14 12 10 8 6 4 - Direct Entry, Proposed Conditions Subcatchment DA-P1: Post-Development P1 Hydrograph Type Ill 24-hr 100-Year Rainfall=11.00" AMC=3 Runoff Area=S.240 ac Runoff Volume=4.483 af Runoff Depth>10.27" Tc=10.0 min Adjusted CN=98 49 .04 cfs ~l....--..-;:;=;::;:;:;::;:;:;~::;:;:;:;::;:;::;:;;:;::;:;:;:;::;;;::;::;::::::... ......... .....,.. __ ~~::::::::;::;:;:;:;::;:;::;:;::;:;:;:;:;::;:;:;:;;:;:I 0 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Page 22 7/11/2014 I-Runoffj HydroCAD-Existing & Proposed Conditions Drainage Calculations SCP2A-TR20-071414 Type 11124-hr 100-Year Rainfal/=11.00", AMC=3 Prepared by {enter your company name here} HydroCAD® 7 .10 s/n 003394 © 2005 HydroCAD Software Solutions LLC Subcatchment DA-P3: Post-Development P2 Runoff = 7.02 cfs@ 12 .14 hrs, Volume= 0.642 af, Depth>10.27" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type Ill 24-hr 100-Year Rainfall=11.00", AMC=3 Area (ac) CN Description 0.750 93 Proposed-Development Conditions 0.750 93 Weighted Average, Adjusted for AMC to CN = 98 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Proposed Conditions Subcatchment DA-P3: Post-Development P2 o.l-...-..... ;;;;:;:;:;:;:j:;:;:;:;:;:;:;:;::;:;;;;:;:;::::::;:;::::::::::.. .......... .........., ......... _:::::::;::;:;:;;:;::;;:;;;:;;:;::;:;d 0 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Page 23 7/11/2014 HydroCAD-Existing & Proposed Conditions Drainage Calculations SCP2A-TR20-071414 Type 11124-hr 100-Year Rainfal/=11.00", AMC=3 Prepared by {enter your company name here} HydroCAD® 7 .10 sin 003394 © 2005 HydroCAD Software Solutions LLC Subcatchment DA-X1: Pre-Development "X1" Runoff = 4 8.88 cfs@ 12 .14 hrs, Volume= 4.136 af, Depth> 9.16" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20 .00 hrs, dt= 0.05 hrs Type II I 24-hr 100-Year Rainfall=11 .00", AMC=3 Area (ac) CN Description 5.420 77 Pre-Development Conditions 5.420 77 Weighted Average, Adjusted for AMC to CN = 89 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 54 52 50 48 46 44 42 40 38 36 34 -32 -rl 30 -28 ~ 26 ii: 24 22 20 18 16 14 12 10 8 6 4 Direct Entry, Existing Conditions Subcatchment DA-X1: Pre-Development "X1" Hydrograph Type Ill 24-hr 100-Year Rainfall=11.00" AMC=3 Runoff Area=S.420 ac Runoff Volume=4.136 af Runoff Depth>9.16" Tc=10.0 min Adjusted CN=89 48.88 cfs ~l.... ....................... ..-""""" ....... ,.:;:;:;;:;=:;:;:;;:;:;:;::;:;:;::;:::::::::;::::.......,. ..... .,.....,""'T""',.,..,.,. ........ ::::;;;:;::;:;:;:;:;:;:;;;:;:;::;:;~ 0 2 3 4 5 6 7 8 9 10 11 Time (hours) 12 13 14 15 16 17 18 19 20 Page 24 7/11/2014 HydroCAD -Proposed Conditions Pond Calculations -Pond 1 SCP2A-TR20-071414 Type Ill 24-hr 2-Year Rainfal/=4.50", AMC=3 Prepared by {enter your company name here} HydroCAD® 7 .10 s/n 003394 © 2005 HydroCAD Software Solutions LLC Inflow Area = Inflow = Pond 1 P: Pond 1 for 2-Year event 1.774 af Page 1 7/14/2014 Outflow = Primary = 5.240 ac, Inflow Depth > 4.06" 19.94 cfs@ 12.14 hrs, Volume= 15.37 cfs @ 12.23 hrs, Volume= 15.37 cfs @ 12.23 hrs, Volume= 1. 773 af, Atten= 23%, Lag= 5.5 min 1.773 af Secondary= 0.00 cfs @ 0 .00 hrs, Volume= 0 .000 af Routing by Stor-lnd method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 295.63'@ 12.23 hrs Surf.Area= 4,906 sf Storage= 5,559 cf Plug-Flow detention time= 3.6 min calculated for 1. 773 af (100% of inflow) Center-of-Mass det. time=3.3 min ( 729.0 -725.7) Volume #1 Elevation (feet) 293 .17 294 .00 295.00 296.00 297 .00 298 .00 299 .00 299.50 Invert Avail.Storage Storage Description 293.17' Surf.Area (sq-ft) 0 1,314 4,186 5,322 6,565 7,912 9 ,361 10,124 31,265 cf Custom Stage Data (Prismatic) Listed below (Recalc) 34 , 739 cf Overall x 90.0% Voids Inc.Store (cubic-feet) 0 545 2,750 4,754 5 ,944 7,239 8,637 4 ,871 Cum.Store (cubic-feet) 0 545 3 ,295 8,049 13,993 21,231 29,868 34 ,739 Device Routing Invert Outlet Devices #1 Secondary 298 .57' Custom Weir/Orifice, C= 2.62 Head (feet) 0.00 0 .93 Width (feet) 20.00 34 .88 #2 Primary 293.17' 24.0" x 66.6' long Culvert RCP, mitered to conform to fill, Ke= 0.700 Outlet Invert= 292 .84' S= 0 .0050 'f Cc= 0 .900 n= 0.013 Concrete pipe, bends & connections Primary OutFlow Max=15.30 cfs@ 12.23 hrs HW=295 .62' (Free Discharge) "t-2=Culvert (Barrel Controls 15.30 cfs @ 5.1 fps) Secondary OutFlow Max=0.00 cfs@ 0.00 hrs HW=293.17' (Free Discharge) "t-1=Custom Weir/Orifice (Controls 0 .00 cfs) HydroCAD -Proposed Conditions Pond Calculations -Pond 1 SCP2A-TR20-071414 Type Ill 24-hr 2-Year Rainfal/=4. 50", AMC=3 Prepared by {en ter your company name here} HydroCAD® 7.10 sin 003394 © 2005 HydroCAD Software Solutions LLC 22 21 20 19 18 17 16 15 14 ~ 13 Cl) ~ 12 ~ 11 ii: 10 9 8 7 6 5 4 3 2 0.00 cfs 0 0 0 299 298 i" 297 ~ c 0 +l as 296 > Cl> iii 295 294 0 Pond 1 P: Pond 1 Hydrograph 19.94 cfs Inflow Area=5.240 ac Peak Elev=295.63' 15.37 cfs Storage=5,559 cf .. , 2 3 4 5 6 7 8 9 10 11 12 13 Time (hours) Pond 1 P: Pond 1 Stage-Area-Storage Surface/Horizontal/Wetted Area (sq-ft) 1,000 2,000 3 ,000 4 ,000 5 ,000 6 ,000 5 ,000 10,000 15,000 20,000 Storage (cubic-feet) 14 7,000 15 16 17 18 8 ,000 9,000 25,000 19 20 10,000 30,000 Page2 7114/2014 -Inflow -Outflow -Primary -secondary -Surface -storage HydroCAD -Proposed Cop ditions Pond Calculations -Pond 1 SCP2A-TR20-071414 Type Ill 24-hr 5-Year Rainfal/=6.20': AMC=3 Prepared by {enter your company name here} HydroCAD® 7 .10 sin 003394 © 2005 HydroCAD Software Solutions LLC Inflow Area = Inflow = Pond 1 P: Pond 1 for 5-Year event 2.482 af Page3 7/14/2014 Outflow = Primary = 5.240 ac, Inflow Depth > 5 .68" 27 .56 cfs@ 12.14 hrs, Volume= 19.75 cfs@ 12 .25 hrs, Volume= 19.75 cfs@ 12 .25 hrs, Volume= 2.481 at, Atten= 28%, Lag= 6.7 min 2.481 af Secondary= 0 .00 cfs @ 0 .00 hrs, Volume= 0.000 at Routing by Stor-lnd method, Time Span= 0 .00-20 .00 hrs, dt= 0 .05 hrs Peak Elev= 296.39'@ 12.25 hrs Surf.Area= 5,810 sf Storage= 9 ,211 cf Plug-Flow detention time=4.2 m in calculated for 2 .475 at (100% of inflow) Center-of-Mass det. time=3.9 min ( 724 .6 -720.7) Volume #1 Elevation (feet) 293 .17 294 .00 295.00 296.00 297 .00 298 .00 299.00 299.50 Invert Avail.Storage Storage Description 293.17' Surf.Area (sq-ft) 0 1,314 4 ,186 5,322 6,565 7 ,912 9,361 10,124 31 ,265 cf Custom Stage Data (Prismatic) Listed below (Recalc) 34,739 cf Overall x 90 .0% Voids Inc.Store (cubic-feet) 0 545 2 ,750 4 ,754 5 ,944 7,239 8,637 4,871 Cum .Store (cubic-feet) 0 545 3,295 8,049 13,993 21,231 29,868 34,739 Device Routing Invert Outlet Devices #1 Secondary 298.57' Custom Weir/Orifice, C= 2.62 Head (feet) 0 .00 0 .93 Width (feet) 20 .00 34 .88 #2 Primary 293.17' 24.0" x 66.6' long Culvert RCP , mitered to conform to fill , Ke= 0 .700 Outlet Invert= 292.84' S= 0 .0050 'f Cc= 0 .900 n= 0 .013 Concrete pipe, bends & connections Primary OutFlow Max=19.73 cfs@ 12.25 hrs HW=296.39' (Free Discharge) L2=Culvert (Barrel Controls 19.73 cfs@ 6 .3 fps) Secondary OutFlow Max=0 .00 cfs@ 0 .00 hrs HW=293.17' (Free Discharge) L1=Custom Weir/Orifice (Controls 0.00 cfs) HydroCAD -Proposed Conditions Pond Calculations -Pond 1 SCP2A-TR20-071414 Type Ill 24-hr 5-Year Rainfal/=6.20", AMC=3 Prepared by {enter your company name here} HydroCAD® 7 .10 sin 003394 © 2005 HydroCAD Software Solutions LLC 30 28 26 24 22 20 -18 ~ ~ 16 ~ 14 ii: 12 10 8 6 4 Pond 1 P: Pond 1 Hydrograph Inflow Area=S.240 ac Peak Elev=296.39' Storage=9,211 cf 27.56 cfs 19.75 cfs 0.00 cfs 0 0 2 3 4 5 6 7 8 9 10 11 12 13 Time (hours) Pond 1 P: Pond 1 Stage-Area-Storage Surface/Horizontal/Wetted Area (sq-ft) 0 1,000 2,000 3,000 4 ,000 5,000 6 ,000 299 298 ~ 297 ~ c 0 ~ 296 > GI iij 295 294 0 5,000 10,000 15,000 20,000 Storage (cubic-feet) 14 7,000 15 16 17 18 8,000 9,000 25,000 19 20 10,000 30,000 Page4 7/14/2014 -Inflow -Outflow -Primary -secondary -Surface -Storage HydroCAD -Proposed Conditions Pond Calculations -Pond 1 SCP2A-TR20-071414 Type Ill 24-hr 10-Year Rainfal/=7.40", AMC=3 Prepared by {enter your company name here} HydroCAD® 7.10 sin 003394 © 2005 HydroCAD Software Solutions LLC Inflow Area= Inflow = Pond 1 P: Pond 1 for 10-Year event 2 .982 af Pages 7/14/2014 Outflow = Pri mary = 5.240 ac, Inflow Depth > 6 .83" 32 .94 cfs@ 12.14 hrs, Volume= 22 .17 cfs @ 12.26 hrs, Volume= 22 .17 cfs @ 12.26 hrs, Volume= 2 .981 af, Atten= 33%, Lag= 7 .5 min 2.981 af Secondary= 0 .00 cfs @ 0.00 hrs, Volume= 0 .000 at Routing by Star-Ind method , Time Span= 0 .00-20 .00 hrs, dt= 0 .05 hrs Peak Elev= 296.93'@ 12.26 hrs Surf.Area= 6 ,477 sf Storage= 12,180 cf P lug-Flow detention time=4.6 min calculated for 2.981 af (100% of inflow) Center-of-Mass det. time=4.3 min ( 722 .6 -718 .3) Volume #1 Elevation (feet) 293 .17 294 .00 295.00 296 .00 297.00 298 .00 299.00 299 .50 Invert Avail.Storage Storage Description 293 .17' Surf.Area (sq-ft) 0 1,314 4 ,186 5,322 6 ,565 7 ,912 9 ,361 10, 124 31 ,265 cf Custom Stage Data (Prismatic) Listed below (Recalc) 34,739 cf Overall x 90 .0% Voids Inc.Store (cubic-feet) 0 545 2 ,750 4 ,754 5 ,944 7 ,239 8 ,637 4 ,871 Cum .Store (cubic-feet) 0 545 3 ,295 8 ,049 13,993 21 ,231 29,868 34,739 Device Routing Invert Outlet Devices #1 Secondary 298 .57' Custom Weir/Orifice, C= 2.62 Head (feet) 0.00 0 .93 Width (feet) 20.00 34.88 #2 Primary 293 .17' 24.0" x 66.6' long Culvert RCP , mitered to conform to fill , Ke= 0 .700 Outlet Invert= 292 .84 ' S= 0.0050 'f Cc= 0 .900 n= 0 .013 Concrete pipe, bends & connections Primary OutFlow Max=22.12 cfs@ 12.26 hrs HW=296.92' (Free Discharge) L2=Culvert (Inlet Controls 22.12 cfs@7.0 fps) Secondary OutFlow Max=0.00 cfs@ 0 .00 hrs HW=293.17' (Free Discharge) L1=Custom Weir/Orifice (Controls 0.00 cfs) HydroCAD -Proposed Conditions Pond Calculations -Pond 1 SCP2A-TR20-071414 Type Ill 24-hr 10-Year Rainfal/=7.40': AMC=3 Prepared by {enter your company name here} HydroCAD® 7.10 sin 003394 © 2005 HydroCAD Software Solutions LLC 36 34 32 30 28 26 24 22 .. ! 20 ~ 18 ii: 16 14 12 10 8 6 4 o.oo cfs 0 0 0 299 298 ~ 297 g c 0 ~ 296 GI iii 295 294 0 Pond 1 P: Pond 1 Hydrograph 32 .94 cfs Inflow Area=S.240 ac Peak Elev=296.93' Storage=12, 180 cf 22.17 cfs 2 3 4 5 6 7 8 9 10 11 12 13 Time (hours) Pond 1 P: Pond 1 Stage-Area-Storage Surface/Horizontal/Wetted Area (sq-ft) 1,000 2 ,000 3 ,000 4 ,000 5 ,000 6 ,000 5,000 10,000 15,000 20,000 Storage (cubic-feet) 14 7,000 15 16 17 18 8,000 9 ,000 25 ,000 19 20 .10,000 30 ,000 Pages 7/14/2014 -Inflow -Outflow -Primary -secondary -Surface -Storage HydroCAD -Proposed Conditions Pond Calculations -Pond 1 SCP2A-TR20-071414 Type Ill 24-hr 25-Year Rainfal/=8.40': AMC=3 Prepared by {enter your company name here} HydroCAD® 7 .10 s/n 003394 © 2005 HydroCAD Software Solutions LLC Inflow Area = Inflow = Pond 1P: Pond 1 for 25 -Year event 3.399 af Page 7 7/14/2014 Outflow = Primary = 5 .240 ac, Inflow Depth> 7 .78 " 37 .41 cfs@ 12.14 hrs, Volume= 23 .97 cfs@ 12.27 hrs, Volume= 23 .97 cfs@ 12 .27 hrs, Volume= 3.397 af, Atten= 36%, Lag = 8.2 min 3.397 af Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0 .000 af Routing by Stor-lnd method , Time Span= 0.00-20.00 hrs , dt= 0.05 hrs Peak Elev= 297.40'@ 12.27 hrs Surf.Area= 7 ,098 sf Storage= 15,025 cf P lug-Flow detention time=5.0 min calculated for 3.389 af (100% of inflow) Center-of-Mass det. time=4 .7 min ( 721.4 -716.7) Volume #1 Elevation (feet) 293 .17 294.00 295 .00 296.00 297.00 298.00 299.00 299 .50 Invert Avai l.Storage Storage Description 293 .17' Surf.Area (sq-ft) 0 1,314 4 ,186 5 ,322 6 ,565 7 ,912 9 ,361 10, 124 31 ,265 cf Custom Stage Data (Prismatic) Listed below (Recalc) 34 ,739 cf Overall x 90 .0% Voids Inc.Store (cubic-feet) 0 545 2,750 4 ,754 5,944 7,239 8,637 4 ,871 Cum .Sto re (cubic-feet) 0 545 3,295 8,049 13,993 21 ,231 29 ,868 34 ,739 Device Routing Invert Outlet Devices #1 Secondary 298 .57' Custom Weir/Orifice, C= 2.62 Head (feet) 0 .00 0 .93 Width (feet) 20 .00 34 .88 #2 Primary 293 .17' 24.0" x 66.6' long Culvert RCP , mitered to conform to fill , Ke= 0.700 Outlet Invert= 292 .84' S= 0.0050 'f Cc= 0.900 n= 0.013 Concrete pipe, bends & connections Primary OutFlow Max=23.90 cfs@ 12 .27 hrs HW=297.38' (Free Discharge) L2=Culvert (Inlet Controls 23 .90 cfs@ 7 .6 fps) Secondary OutFlow Max=0.00 cfs@ 0.00 hrs HW=293.17' (Free Discharge) 't-1=Custom Weir/Orifice (Controls 0.00 cfs) HydroCAD -Proposed Conditions Pond Calculations -Pond 1 SCP2A-TR20-071414 Type Ill 24-hr 25-Year Rainfal/=8.40", AMC=3 Prepared by {enter your company name here} HydroCAD® 7 .1 O sin 003394 © 2005 HydroCAD Software Solutions LLC 40 38 36 34 32 30 28 26 i 24 ~ 22 ~ 20 u: 18 16 14 12 10 8 6 4 Pond 1 P: Pond 1 Hydrograph Inflow Area=S.240 ac Peak Elev=297 .40' Storage=15,025 ·ct 23.97 cfs 0 .00 cfs 0 0 2 3 4 5 6 7 8 9 10 11 12 13 Time (hours) Pond 1 P: Pond 1 Stage-Area-Storage Surface/Horizontal/Wetted Area (sq-ft) 0 1,000 2 ,000 3 ,000 4 ,000 5,000 6 ,000 299 298 I 297 c .2 ~ 296 CD iii 295 294 0 5,000 10,000 15,000 20,000 Storage (cubic-feet) 14 7,000 15 16 17 18 8 ,000 9,000 25,000 Page8 7/14/2014 -Inflow -Outflow -Primary -Secondary 19 20 10,000 -Surface -Storage 30,000 HydroCAD -Proposed Conditions Pond Calculations -Pond 1 SCP2A-TR20-071414 Type Ill 24-hr 50-Year Rainfa/1=9 . BO': AMC=3 Prepared by {enter your company name here} HydroCAD® 7 .10 sin 003394 © 2005 HydroCAD Software Solutions LLC Inflow Area = Inflow = Pond 1 P: Pond 1 for 50-Year event 3.983 af Page9 7/14/2014 Outflow = Primary = 5.240 ac, Inflow Depth > 9 .12" 43.67 cfs@ 12.14 hrs, Volume= 26.21 cfs@ 12.29 hrs, Volume= 26.21 cfs@ 12.29 hrs, Volume= 3.980 af, Atten= 40%, Lag= 9.3 min 3.980 af Secondary= 0 .00 cfs@ 0.00 hrs, Volume= 0.000 af Routing by Stor-lnd method, Time Span= 0.00-20 .00 hrs , dt= 0.05 hrs Peak Elev= 298.03'@ 12 .29 hrs Surf.Area= 7,950 sf Storage= 19,294 cf Plug-Flow detention time=5.6 min calculated for 3 .971 af (100% of inflow) Center-of-Mass det. time= 5.3 min ( 720 .3 -715.0 ) Volume #1 Elevation (feet) 293 .17 294 .00 295.00 296.00 297 .00 298.00 299 .00 299 .50 Invert Avail.Storage Storage Description 293 .17' Surf.Area (sq-ft) 0 1,314 4,186 5,322 6,565 7,912 9 ,361 10, 124 31,265 cf Custom Stage Data (Prismatic) Listed below (Recalc) 34,73~ cf Overall x 90 .0% Voids Inc.Store (cubic-feet) 0 545 2 ,750 4 ,754 5,944 7,239 8 ,637 4,871 Cum.Store (cubic-feet) 0 545 3,295 8,049 13,993 21,231 29,868 34,739 Device Routing Invert Outlet Devices #1 Secondary 298 .57' Custom Weir/Orifice, C= 2.62 Head (feet) 0.00 0.93 Width (feet) 20 .00 34.88 #2 Primary 293.17' 24.0" x 66.6' long Culvert RCP, mitered to conform to fill , Ke= 0 .700 Outlet Invert= 292 .84' S= 0 .0050 'f Cc= 0 .900 n= 0.013 Concrete pipe, bends & connections Primary Outflow Max=26.18 cfs@ 12.29 hrs HW=298.02' (Free Discharge) L2=Culvert (Inlet Controls 26.18 cfs @ 8.3 fps) t:_condary Outflow Max=0.00 cfs@ 0.00 hrs HW=293.17' (Free Discharge) 1=Custom Weir/Orifice (Controls 0.00 cfs) HydroCAD -Proposed Conditions Pond Calculations -Pond 1 SCP2A-TR20-071414 Type Ill 24-hr 50-Year Rainfal/=9. 80", AMC=3 Prepared by {enter your company name here} HydroCAD® 7 .1 O sin 003394 © 2005 HydroCAD Software Solutions LLC 48 46 44 42 40 38 36 34 32 30 ~ 28 i 26 ~ 24 £ 22 20 18 16 14 12 10 8 6 299 298 l 297 c .2 ~ 296 Cl> w 295 294 0 0 Pond 1P: Pond 1 Hydrograph 43.67 cfs Inflow Area=S.240 ac Peak Elev=298.03' Storage=19,294 cf 26.21 cfs 2 3 4 5 6 7 8 9 10 11 12 13 Time (hours) Pond 1 P: Pond 1 Stage-Area-Storage Surface/Horizontal/Wetted Area (sq-ft) 1,000 2 ,000 3,000 4 ,000 5 ,000 6 ,000 5 ,000 10,000 15,000 20,000 Storage (cubic-feet) 14 7,000 15 16 17 18 8 ,000 9,000 25,000 19 20 10,000 30,000 Page 10 7/14/2014 -Inflow -Outflow -Primary -Secondary -Surface -storage HydroCAD -Proposed Conditions Pond Calculations -Pond 1 SCP2A-TR20-071414 Type Ill 24-hr 100-Year Rainfall= 11. oo·: AMC=3 Prepared by {enter your company name here} HydroCAD® 7.10 sin 003394 © 2005 HydroCAD Software Solutions LLC Inflow Area = Inflow = Pond 1 P: Pond 1 for 100-Year event 4.483 af Page 11 7/14/2014 Outflow = Primary = 5 .240 ac, Inflow Depth > 10.27" 49.04 cfs @ 12 .14 hrs, Volume= 27.99 cfs@ 12.31 hrs, Volume= 27 .99 cfs@ 12.31 hrs, Volume= 4.481 af, Atten= 43%, Lag= 10.2 min 4.481 af Secondary= 0.00 cfs@ 0.00 hrs, Volume= 0.000 af Routing by Stor-lnd method, Time Span= 0.00-20.00 hrs, dt= 0 .05 hrs Peak Elev= 298.57'@ 12 .31 hrs Surf.Area= 8,733 sf Storage= 23,351 cf Plug-Flow detention time=6.1 min calculated for 4.469 af (100% of inflow) Center-of-Mass det. time= 5.8 min ( 719.6 -713.8) Volume #1 Elevation (feet) 293.17 294 .00 295.00 296.00 297.00 298.00 299.00 299 .50 Invert Avail.Storage Storage Description 293.17' Surf.Area (sq-ft) 0 1,314 4 ,186 5,322 6 ,565 7,912 9,361 10, 124 31 ,265 cf Custom Stage Data (Prismatic) Listed below (Recalc) 34 , 739 cf Overall x 90 .0% Voids Inc.Store (cubic-feet) 0 545 2,750 4,754 5,944 7,239 8,637 4,871 Cum .Store (cubic-feet) 0 545 3,295 8,049 13,993 21,231 29,868 34,739 Device Routing Invert Outlet Devices #1 Secondary 298 .57' Custom Weir/Orifice, C= 2.62 Head (feet) 0.00 0.93 Width (feet) 20 .00 34 .88 #2 Primary 293.17' 24.0" x 66.6' long Culvert RCP , mitered to conform to fill , Ke= 0 .700 Outlet Invert= 292 .84' S= 0.0050 'f Cc= 0.900 n= 0 .013 Concrete pipe, bends & connections Primary Outflow Max=27.97 cfs@ 12 .31 hrs HW=298.56' (Free Discharge) 'L.2=Culvert (Inlet Controls 27 .97 cfs @ 8 .9 fps) Secondary Outflow Max=0.00 cfs@ 0 .00 hrs HW=293.17' (Free Discharge) 'L.1=Custom Weir/Orifice (Controls 0.00 cfs) HydroCAD -Proposed Conditions Pond Calculations -Pond 1 SCP2A-TR20-071414 Type 11124-hr 100-Year Rainfal/=11.00", AMC=3 Prepared by {enter your company name here} HydroCAD® 7.10 sin 003394 © 2005 HydroCAD Software Solutions LLC 54 52 50 48 46 44 42 40 38 36 34 -32 {; 30 -28 ~ 26 u: 24 22 20 18 16 14 12 10 8 6 299 298 I 297 c .2 ~ 296 .! w 295 294 0 0 Pond 1P: Pond 1 Hydrograph 49.04 cfs Inflow Area=S.240 ac Peak Elev=298.57' Storage=23,351 cf 27.99 cfs 2 3 4 5 6 7 8 9 10 11 12 13 Time (hours) Pond 1P: Pond 1 Stage-Area-Storage Surface/Horizontal/Wetted Area (sq-ft) 1 ,000 2 ,000 3 ,000 4 ,000 5 ,000 6 ,000 5 ,000 10 ,000 15,000 20,000 Storage (cubic-feet) 14 7 ,000 15 16 17 18 8 ,000 9 ,000 25,000 19 20 10,000 30 ,000 Page 12 7/14/2014 -Inflow -Outflow -Primary -secondary -Surface -Storage SCP2A-TR20-071414 HydroCAD -Emergency Spillway Calculations -Pond 1 Type Ill 24-hr 100-Year Rainfall= 11. OO': AMC=3 Prepared by {enter your company name here} HydroCAD® 7.10 sin 003394 © 2005 HydroCAD Software Solutions LLC Inflow Area = Inflow = Pond 1 P: Pond 1 for 100-Year event 4.483 af Page 1 7114/2014 Outflow = Primary = 5.240 ac, Inflow Depth > 10.27" 49.04 cfs@ 12.14 hrs, Volume= 48.26 cfs@ 12.16 hrs, Volume= 0 .00 cfs@ 12.16 hrs, Volume= 48.26 cfs @ 12.16 hrs, Volume= 3 .938 af, Atten= 2%, Lag= 1.4 min 0 .000 at Secondary= 3.937 at Routing by Stor-lnd method, Time Span= 0 .00-20.00 hrs , dt= 0 .05 hrs Peak Elev= 299 .28'@ 12.16 hrs Surf.Area= 9,790 sf Storage= 29,303 cf Plug-Flow detention time=93.5 min calculated for 3.938 af (88% of inflow) Center-of-Mass det. time= 52.4 min ( 766.2 -713 .8 ) Volume #1 Elevation {feet) 293.17 294.00 295.00 296.00 297 .00 298 .00 299 .00 299.50 Invert Avail.Storage Storage Description 293.17' Surf.Area {sq-ft) 0 1,314 4 ,186 5,322 6 ,565 7 ,912 9 ,361 10, 124 31,265 cf Custom Stage Data (Prismatic} Listed below (Recalc) 34 ,739 cf Overall x 90 .0% Voids Inc.Store {cubic-feet) 0 545 2,750 4 ,754 5 ,944 7 ,239 8 ,637 4 ,871 Cum.Store {cubic-feet) 0 545 3 ,295 8,049 13,993 21 ,231 29,868 34 ,739 Device Routing Invert Outlet Devices #1 Secondary 298.57' Custom Weir/Orifice, C= 2.62 Head (feet) 0 .00 0 .93 Width (feet) 20.00 34 .88 #2 Primary 293.17' 0.2" x 66.6' long Culvert RCP , mitered to conform to fill , Ke= 0 . 700 Outlet Invert= 292.84' S= 0 .0050 'f Cc= 0.900 n= 0.013 Concrete pipe , bends & connections Primary OutFlow Max=0 .00 cfs@ 12.16 hrs HW=299.27' (Free Discharge) -t.._2=Culvert (Barrel Controls 0 .00 cfs@ 0.9 fps) Secondary OutFlow Max=47.53 cfs@ 12.16 hrs HW=299.28' (Free Discharge) -t.._1=Custom Weir/Orifice (Weir Controls 47.53 cfs@ 2 .6 fps) SCP2A-TR20-071414 HydroCAD -Emergency Spillway Calculations -Pond 1 Type 11124-hr 100-Year Rainfal/=11.00", AMC=3 Prepared by {enter your company name here} HydroCAD® 7.10 sin 003394 © 2005 HydroCAD Software Solutions LLC 54 52 50 48 46 44 42 40 38 36 34 -32 ~ 30 -28 ~ 26 u:: 24 22 20 18 16 14 12 10 8 6 4 Pond 1P: Pond 1 Hydrograph Inflow Area=S.240 ac Peak Elev=299.28' Storage=29,303 cf 48 .26 cfs Page2 7/14/2014 -Inflow -Outflow -Primary -Secondary ~1..~~=;;;::;:;::;:;:;:;:;:o:;:;;:;:;:;:;:;;:;:;:;;;:;:;:::;::r;.::....._~~;!......_.::::::;:::;:;;:;::;;:;:;:;::;:;:;:;:;;:;;-J 0 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pond 1 P: Pond 1 Stage-Area-Storage Surface/Horizontal/Wetted Area (sq-ft) 0 1,000 2,000 3 ,000 4 ,000 5,000 6,000 7,000 8,000 9,000 10,000 -Surface -Storage 299 298 ~ 297 ~ c 0 ;l OI 296 > G> iii 295 294 0 5 ,000 10,000 15,000 20 ,000 25 ,000 30 ,000 Storage (cubic-feet) .... _., '·- TO : FROM : SUBJECT: Cnv 01 : CoLLl:'.G 1·: STAT ION Ho me oj"'frxas A &M University" MEMORANDUM RME Consulting Engineers c/o Rabon Metcalf, via : rabon@rmengineer.com Erika Bridges , Graduate Civil Engineer SUMMIT CROSSING PHASE 28 DETENTION FACIL Thank you for the submittal of your Development Permit application . I have been assigned to review this project and it is anticipated that the review will be completed and any staff comments returned to you on or before Monday , August 4 , 2014 . If you have questions in the meantime , please feel free to contact me . PC : DWS Development , via : david@dwsdevelopment.com P&DS Project No. 14-00900178 Planning & Development Services P.O. BOX <l%0 • 1101 TEXAS AVENUE • COL l.El.E s rA noN • TEX:\~ • 778-12 TEL.. 979.7<>4.Yi70 ·FAX. 979.7h4.:14% cstx.gov/devservices