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Home My WebLink About14-42 blue folderAlan Gibbs Planning & Development Services 1101 Texas Avenue College St ation, TX 77842 agibbs@cstx.gov January 30, 2015 VIA ELECTRONIC MAIL Re: Creek Meadows -Section 2, Phase 2 Letter of Credit Mr. Gibbs, The attached amendment to the Letter of Credit for remaining infrastructure related to Creek Meadows Section 2, Phase 2 reduces the amount to a total of $3,000.00 which covers vegetation establishment on lots which have not been affected by home builder activity as well as cleanup of silt accumulation in streets and storm sewer systems. Your consideration in this matter is greatly appreciated. Sincere~d KAodo Chris~P. Vice President I Construction Management Development Services Oldham Goodwin Development, LLC Bryon/College Station 2800 Sou!h Texas Avenue, Suite 401 Bryon, Texas I 77802 Phone: 979.268.2000 I fox: 979.846.7020 Houston 25222 Northwest freeway, Suite 1-185 Cypress, Texas I 77 429 Phone: 281.256.2300 I Fox: 281.213.2095 LETTER OF COMPLETION CITY ENGINEER CITY OF COLLEGE STATION COLLEGE STATION, TEXAS DATE: Q lhJ./) 5 I I RE: CO.MPLETION OF ______ _ Creek Meadows Section 2, Phase 2 bear Sir: The purpose of our letter is to request that the following listed improvements be approved and accepted as being constructed under City inspection and completed according to plans and specifications as approved and required by the City of College Station, Texas. This approval and acceptance by the City is requested in .order that we may finalize any subcontracts and to affirm their warranty on the work. This approval and acceptance by the City of the improvements listed below does hereby void the letter of guarantee for the listed improvements on the above referenced project. The one-year warranty is hereby affirmed and agreed to by BVS Construction. Inc. and by their subcontractors as indicated by signatures below. WORK COMPLETED WARRANTY DATE Water (Wellborn) _0_1_/2_1_/1_5 _____ _ Sanitary Sewer _0_1_/2_1_/_15 _____ _ Storm Sewer __,0,,_1'-'-'/2,,._1_,_,_/__,_1 =5 _____ _ Streets and Sidewalks 01/21/15 ---------- Owner: Creek Meadows Partners, L.P. Contractor: BVS Construction, Inc. Phone Number: (979) 268-2000 Phone Number: (979) 846-3136 Address: 2800 S Texas Ave, Ste 400 · Address: PO Box 985 ---------- Bryan, TX 77802 Bryan, TX 77806 Sign,aturU 1J !<),oefj' Signatu ACCEPTAN E & APPROVAL \,4;~~===-~__'.'~"2~~-JS- ........ Revised 1131107 PLATFILED OFF8ITE ElllTS FILED TEllP BLANKET ESMT FILEQ Jl!LNO OTHER ESMTS NEEDED SOP: Filing of Final Plats -Letters of Completion Engineering Inspector/Date: ;r 6 rxJ. /::o ·/ ~ /-2.Ci-/ ) Project Engineer/Date: 10/07/10 DP Number: Inspectors shall acquire written (i.e. email) punchlist comments and subsequently written confirmation from the following contacts before forwarding Letter of Completion to development review engineer: ef°Erosion/Drainage: Donnie Willis (0: 764-6375, C: 229-7632) p--CS Water Services -General: Charles "Butch" Willis (0: 764-3435, C: 777-1202) • Water -coordinate fire flow analyses (or the design engineer for non-city utilities) and confirm test results meets min requirements with the dev review engineer (specific hydrants to test, if simultaneous, and min allowable flow) • Sanitary o CS Water Service -Liftstation: Doug Wallace (0: 764-6333) o CS Electric and Streetlights: Gilbert Martinez (0: 764-6255) o BTU Electric and Streetlights: Sonia Creda (0: 821-5770) John Fontinoe or Randy Trimble (0: 821-5728) /Confirm with development review engineer that service agreement is in place with BTU 6 Non-City Utility Service Providers: (Wellborn Water SUD, Brushy Creek SUD, Wickson Creek SUD, etc) confirm with development review engineer that infrastructure is complete and for outstanding issues, o Digital Constrution Pictures: From contractor on CD-R, Inspector to confirm and file o Record Drawings: (2 Red-Lined Copies) for all Public Infrastructure with the following attestation: "I, General Contractor for development, certify that the improvements shown on this sheet were actually built, and that said improvements are shown substantially hereon. I hereby certify that to the best of my knowledge, that the materials of construction and sizes of manufactured items, if any are stated correctly hereon." General Contractor .6liecord Drawings: (2 Red-Lined Copies) for Public Drainage Infrastructure including Private Detention Facilities with the following attestations: "I hereby attest that I am familiar with the approved drainage plan and associated construction drawings and furthermore, attest that the drainage facilities have been constructed within dimensional tolerances prescribed by the Bryan & College station Unified Stormwater Design Guidelines and in accordance with the approved construction plans or amendments thereto approved by the City of College Station." (affix seal) Licensed Professional Engineer State of Texas No. ___ _ "I certify that the subdivision improvements shown on this sheet were actually built, and that said improvements are substantially as shown hereon. I further certify, to the best of my knowledge, that the materials of construction and sizes of manufactured items, if any, are stated correctly hereon." General Contractor Inspectors to review Red-lined Record Drawings, upon acceptable confirmation of drawings, inspector to: 0 1e one set of Record Drawings in Public Works files, and 6 forward one set of Record Drawings to Jeffery Speed (CSU) Inspectors should forward Letters of Completion to the development review engineer that reviewed and stamped the construction plans after confirming: 6 the date on the Letter of Completion Warranty should reflect the date when all associated punchlist items are completed, and /the Owner is shall be listed as the one affirming the one-year warranty Development review engineer to: o Add Dev Permit Number to Letter of Completion o stamp the Letter of Completion to confirm by initialing that the final plat is filed (or mylar is ready to be filed), all necessary easements (including offsite) have been filed, and blanket easement issues are resolved, and o initial and route the Final Plat mylar for filing. (Note if the developer provided surety the plat it may have been filed ahead of construction.) Deborah Grace-Rosier (Planning) to file the Final Plat utilizes a coversheet to confirm: o infrastructure is accepted by Letter of Completion -or-Surety is provided and acceptable, o signed and notarized mylar of final plat, o parkland dedication has been paid, o digital file of final plat is provided, o a current paid tax certificate has been submitted, o sidewalk fee in lieu paid (if applicable), and Development review engineer, upon the filing of Final Plat, stamp the Letter of Completion with the new stamp and verify-initial-n/a the Final Plat was filed, offsite easements have been filed, we have all necessary easements, etc -and then forward the Letter of Completion to Alan Gibbs (City Engineer) for final signature. Carol (Sr. Asst. City Engineer) to: o enter the engineer's estimate and Letter of Completion date into Inspection List o forward hard original of finalized Letter of Completion to Mandi Alford (P&DS). Mandi to: verify o signatures on the Letter of Completion, o forward scanned copy of Letter of Completion and associated Engineers Estimate to the owner, developer, contractor, Terry Boriskie (Building), Ben McCarty (Building), Chris Haver (Building), Carol Thompson (Accounting), Kristina Keller (Accounting), Courtney Kennedy (Accounting), Jeffery Speed (CSU), Stephen Maldonado Sr. (CSU), Charles "Butch" Willis (CSU), Carol Cotter (Engineering), Alan Gibbs (Engineering), Erika Bridges (Engineering), Danielle Singh (Engineering), Gilbert Martinez (Electric) and Deborah Grace- Rosier (Planning). Kristina Keller will forward to Diane Broadhurst (CSU) after her review. o if don't have email addresses, mail copies to the owner and contractor, and o place the original in Development Permit file. Deborah to place a hard copy of the Letter of Completion in the associated Planning Final Plat file. NO. 1 2 3 4 5 6 7 8 9 10 11 12 1 2 3 4 5 6 7 Engineer's Cost Estimate CREEK MEADOWS -SECTION 2, PHASE TWO PAVING, DRAINAGE, & UTILITY IMPROVEMENTS COLLEGE STATION, BRAZOS COUNTY, TEXAS UNIT TOTAL DESCRIPTION QUANTITY UNIT COST COST PAVING IMPROVEMENTS Mobilization, Construction Staking, All Required 1 LS $3,500.00 $3,500.00 Testing by Contractor & Trench Safety SWPP Measures {Rock Rip-Rap, Seeding, Silt Fencing, 1 LS $8,000.00 $8,000.00 Construction Entrance, Inlet Protection) Clearing & Grubbing (ROW & All Easements) 1 LS $1 ,500.00 $1 ,500.00 In-Place Earthwork Excavation (Roadway, Alleys, 1,250 CY $4.00 $5,000.00 Drainage Channels, Sitework, etc ... ) In-Pace Earthwork Embankment (Roadway, Alleys, 300 CY $4.50 $1,350.00 Sitework, etc .. ) (Excavated On-Site) In-Place Earthwork Embankment Finishing {Topsoil, Landscape 1,000 CY $3.00 $3,000.00 Berms & Miscellaneous) (Excavated On-Site) 4" Thick Reinforced Concrete Sidewalk (Includes 10,101 SF $4.25 $42,929.25 H/C Ramps) 6"Raised Concrete Curb & Gutter 525 LF $11.25 $5,906.25 24" Laydown Concrete Gutter 2,360 LF $11 .25 $26,550.00 6" Compacted Lime Stabilized Subgrade 5,834 SY $4.75 $27,711 .50 6" Compacted Limestone Base (Residential Street) 4,490 SY $11 .00 $49,390.00 2" Compacted Hot-mix Asphaltic Concrete 4,490 SY $13.00 $58,370.00 (Residential Street) SUB-TOTAL= $233,207.00 DRAINAGE IMPROVEMENTS Mobilization, Construction Staking, All Required Testing 1 LS $7,000.00 $7,000.00 {Including 1V) by Contractor & Trench Safety Recessed Curb Inlet (5' Opening) 3 EA $4,200.00 $12,600.00 Recessed Curb Inlet (10' Opening) 4 EA $4,700.00 $18,800.00 Storm Sewer Junction Box 1 EA $2,500.00 $2,500.00 Tie into Existing Storm Sewer Pipe or Curb Inlet 2 LS $750.00 $1 ,500.00 18" RCP (Cl 4) Storm Sewer w/Structural Backfill 74 LF $95.00 $7,030.00 24" RCP (CL 4) Storm Sewer w/Structural Backfill 549 LF $125.00 $68,625.00 CD1-260-0504-E02.xlsx 1 of 3 ,.. , Engineer's Cost Estimate 8 24" ADS (N-12) Storm Sewer w/Cement Stabilized 45 LF Sand Bedding & Non-Structural Backfill $85.00 $3,825.00 9 30" RCP (CL 3) Storm Sewer w/Structural Backfill 31 LF $130.00 $4,030.00 SUB-TOTAL= $125,910.00 WATER IMPROVEMENTS 1 Mobilization, Staking, All Required Testing by 1 LS $4,000.00 $4,000.00 Contractor & Trench Safety (Water Line) 2 8" PVC Water Line (C900, DR14) -Non Structural 911 LF $19.00 $17,309.00 Backfill 3 8" PVC Water Line (C900, DR14) -Structural 127 LF $31 .00 $3,937.00 Backfill 4 4" PVC Water Line (C900, DR14) -Non Structural 151 LF $16.00 $2,416.00 Backfill 5 Structural Bedding (Cement Stabilized Sand) 40 LF $23.00 $920.00 6 Tie into Existing Water Line 3 EA $750.00 $2,250.00 7 Standard Fire Hydrant Assembly 1 EA $3,500.00 $3,500.00 8 8" (MJ) Gate Valve & Box 3 EA $1 ,100.00 $3,300.00 9 6" (MJ) Gate Valve & Box 1 EA $800.00 $800.00 10 4" (MJ) Gate Valve & Box 1 EA $650.00 $650.00 11 8" x 8" (MJ) Tee 1 EA $900.00 $900.00 12 8" x 6" (MJ) Tee 1 EA $550.00 $550.00 13 8" x 4" (MJ) Tee 1 EA $425.00 $425.00 14 8" (MJ) 45 deg Bend 2 EA $650.00 $1 ,300.00 15 8" (MJ) 11 .25 deg Bend 1 EA $500.00 $500.00 16 Dual Water Service (Long Side) 10 EA $1 ,900.00 $19,000.00 17 Dual Water Service (Short Side) 2 EA $950.00 $1 ,900.00 18 Single Water Service Long Side) 6 EA $1,400.00 $8,400.00 19 Single Water Service (Short Side) 5 EA $600.00 $3,000.00 SUB-TOTAL= $75,057.00 CD1-260-0504-E02.xlsx 2 of 3 ,. .. . ' 1 2 3 4 5 6 7 8 9 10 , Engineer's Cost Estimate SANITARY SEWER IMPROVEMENTS Mobilization, Staking, Trench Safety & TV Inspection 1 LS $4,000.00 $4,000.00 (Sewer Line) 6" PVC Sanitary Sewer (SDR-26, D3034) -Non 313 LF $25.00 $7,825.00 Structural Backfill 6" PVC Sanitary Sewer (SDR-26, D3034) -50 LF $42.00 $2,100.00 Structural Backfill 4' Diameter Standard Manhole w/32" Opening (Ring 2 EA $3,200.00 $6,400.00 & Cover) Tie into Existing Sanitary Sewer Line 2 EA $1,000.00 $2,000.00 Structural Bedding (Cement Stabilized Sand) 20 LF $23.00 $460.00 Dual Sanitary Sewer Service (Long Side) 6 EA $1,750.00 $10,500.00 Dual Sanitary Sewer Service (Short Side) 9 EA $650.00 $5,850.00 Single Sanitary Sewer Service (Long Side) 2 EA $750.00 $1,500.00 Single Sanitary Sewer Service (Short Side) 4 EA $650.00 $2,600.00 ---... ..,_ ---;,_t_ OF T[;'\' SUB-TOTAL= $43,235.00 .:-~ys 111 ,., . . I ESTIMATED CONSTRUCTION COST= $477,409.00 "'*.· ···~ ,,, . . ,, * . . * 10% CONTINGENCY"' $47,740.90 ~· •• :RA.so ••• A • ,..,_;.. .. 'l::r ~ ) ~ .......... ~~~ ~~, :"'• ~~Cf NS~?.·~~\ GRAND TOTAL= $525, 149.90 -<'s •••••• '<AG" -~ SiONAL t.: -~ \,,,,,,,-ft<> I RME Consulting Engineers TEXAS FIRM REGISTRATION No. F-4695 POST OFFICE BOX 9253 COLLEGE STATION, TEXAS 77842 OFF/FAX: (979) 764-0704 E-mail: civil@rmengineer.com Estimates and projections prepared by RME Consulting Engineers relating to construction costs and schedules, operation and maintenance costs, equipment characteristics and performance, and operating results are based on this office's experience, qualifications and judgment as a design professional. Since RME has no control over weather, cost and availability of labor, material and equipment, labor productivity, construction contractor's procedures and methods, unavoidable delays, construction contractor's methods of determining prices, economic conditions, competitive bidding or market conditions and other factors affecting such estimates or projections, this office does not guarantee that actual rates, costs, performance, schedules, etc., will not vary from estimates and projections prepared by the Engineer of record. CD1-260-0504-E02.xlsx 3 of 3 CORING-THICKNESS REPORT Report Number: Service Date: Report Date: Client Al 141104.0011 12/12/14 12/12/14 8.V.S. Construction, Inc. Attn: Elaine Palasota P.O. Box 985 Bryan, TX 77806 Project lrerracon 6198 Imperial Loop College Station, TX 77845 979-846-3767 Reg No: F-3272 Creek Meadows Section 2 Phase 2 Greens Prairie Trail College Station, TX 77845 ProjectNumber: Al141104 On December I 0, 2014, a Terracon Consultants, Inc., representative was present at the above referenced project to obtain Hot-Mix Asphaltic Concrete (HMAC) cores and returned to the laboratory. Results of the tests performed are shown below. SUMMARY DENSITY TEST RES UL TS OF ASPHAL TIC CONCRETE PAVEMENT CORES DATE LOCATION THICKNESS DENSITY AIR VOIDS MATERIAL CORED (IN.) (pcf) (%) DESIGNATOR 12/10/14 Baker Meadow Loop 75' from northeast comer of Phase 2, Section 2 2.05 140.6 7.5 At141104.0010A l ntersection of Fl int Creek and Baker Meadow, left side 2.30 142.4 6.3 A1141104.0010A White Oak Meadow and Baker Meadow, left side 2.10 141.7 6.7 At141104.0010A Average: 2.15 6.8 White Oak Meadow Court White Oak Meadow, left side 2.05 140.9 7.9 At141104.0009A White Oak Meadow cul-de-sac, right side 1.90 131.2 14.3 A1141104.0009A Average: 2.00 It.I* Baker Meadow Loop Baker Meadow between Flint Creek and White Oak 2.00 142.6 6.8 Al 141104.0009A Meadow, right side Baker Meadow cul-de-sac, right side 1.60 135.7 11.3 A1141104.0009A Average: 1.80 9.1* Flint Creek Drive 75 ' from Baker Meadow, right side 2.35 142.0 7.2 At141104.0009A Intersection of Creek Meadow and Flint Creek, left side 2.20 141.2 7.7 All41104.0009A Average: 2.30 7.5 MATERIAL DATE PAVED THEORETICAL MAXIMUM THEORETICAL MAXIMUM MA TE RIAL TYPE DESIGNATOR SPECIFIC GRAVITY Al 141104.0009A 12/412014 2.451 All41104.00IOA 12/5/2014 2.435 NOTE: Air voids based on Theoretical Maximum Density *Exceeds B/CS Unified Specifications of8% maximum air content. Services: Asphalt Coring Terracon Rep.: Robert Scullion, E.I.T. Reported To: Contractor: B.V.S. Construction Report Distribution: {l) B.V.S. Construction, Inc., Elaine Palasota (I) City of College Station TX, Erika Bridges {I) Oldham Goodwin Group, LLC, Chris Rhodes (1) B.V.S. Construction, Inc., Jessica P (1) City of College Station TX, Israel Koite (1) Terracon Consultants, Inc., Mark Dornak DENSITY (pcf) 152.9 TypeDHMAC 151.9 TypeDHMAC Start/Stop: 0730-0930 Reviewed By: Project Manager The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. CTOOOI, 10-16-13, Rev.to Page I of I ASPHALT LABORATORY TEST REPORT Report Number: Service Date: Report Date: Client Al 141104.0009A 12/05/14 12/05/14 B.V.S. Construction, Inc. Attn: Elaine Palasota P.O. Box 985 Bryan, TX 77806 Project lrerracon 6198 Imperial Loop College Station, TX 77845 979-846-3767 Reg No: F-3272 Creek Meadows Section 2 Phase 2 Greens Prairie Trail College Station, TX 77845 Project Number: A 1141104 Location of pick-up: West Flint Creek-100' NE of Creek Meadows Boulevard, west side Date of pick-up: December 4, 2014 Temperature of HMAC at pick-up: 270°F Temperature of Subgrade Surface at pick-up: 84 °F TxDOT 2004 SPECS SAMPLE DESCRIPTION: KRCHD02-J64-R-RAS, Type D ORIGIN OF SAMPLE: CurrentJMF SIEVE SIZE SAMPLE #1 Cumulative Percent Tolerance Percentages Passing % Passing 1/2" 100 99.6 98.0 -100.0 % Passing 3/8" 97.2 95.8 90.8 -100.0 % Passing #4 68.4* 63.2 58.2 -68.2 % Passing #8 38.6 37.5 35.0-42.5 % Passing #30 22.2 20.3 17.3 -23.3 % Passing #50 15.l 12.5 9.5 -15 .5 % Passing #200 6.2 4.0 2.0-7.0 Asphalt (%)1 5.0 5.2 4.9-5.5 Hveem Stability(%) 47.60 -- Laboratory Density (pcf) 147.0 -- Maximum Densitv (ocf) 152.9 -- Laboratory Density(%) 96.l 97.0 96.0 -98.0 *Does not meet JMF specifications TxDOT Tolerance Percentages #8 and Larger: ±5, #30 and Smaller: ±3, #200: ±2 Asphalt Content: ±0.3, Lab Density: ±1 1 Does not include a correction/actor. Services: Terracon Rep.: Randolph E. Rohrbach Reported To: Contractor: B.V.S. Construction Report Distribution: (I) B.V.S. Construction, Inc., Elaine Palasota (I) City of College Station TX, Erika Brid11es ( l) Oldham Goodwin Group, LLC, Chris Rhodes (!) B.V.S. Construction, Inc., Jessica P ( l) City of College Station TX, Israel Koite ( l) Terracon Consullants, Inc., Mark Dornak Started Finished: Reviewed By: Knife River 2004 TxDot Specs Item 340 98 -100 85 -100 50-70 35-46 15 -29 7 -20 2-7 - - - - - Mark E.Dornak, P.E. Project Manager The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. CTOOOI, 5-5-10, Rev.7 Page I of I .. ~. ~ S.giaill!'ilNS' ··-' ' September 4, 2014 Ericka Bridges, E.I.T. Graduate Civil Engineer City of College Station Planning & Development Services 1101 Texas Avenue South College, Station, 77840 3800 S.H. No. 6 South, Ste. 108G <77845> P.O. Box 9253, College Station, TX 77842 Off/Fax: (979) 764-0704 email: civil@rmengineer.com RE: Creek Meadows, Section 2, Phase Two -College Station, TX Fire Flow Letter RME No. 260~0504 Ericka Bridges: A fire flow test was performed in accordance with National Fire Prevention Association (NFPA) Standard 291, Chapter 4, for the above referenced project, on September 4, 2014. The results of this test are shown on the attached Fire Flow Test Report, and are sufficient to meet the City of College Station minimum design standards for fire f1ow requirements. Please call should you have any questions or require assistance. Sincerely, Rabon A. Metcalf, P.E. No. 88583 Texas Firm Registration No. F-4695 rabon@rmenginecr.com CD l-260-0504-LOS .docx Page 1of1 FIRE FLOW TEST REPORT Date 9 /<-thy ~, Location C-a.£f:(;!..._ oJp~u.J S 2 P 2-, Flow Hydrant Desc. HJ-11-p'() -da:.4.!...-..!..!..~-__;;;-~--.------.J--J---fi-,-N-~-C-12..._\_5. ____ _ Nozzle size 2.5 ----:=~--Pit o t Reading 8 ::J ---"'"'""-----GPM /~C Static Hydrant Desc. ill!~ 9'2. PIA-hf / _ _ M~w-Y'Y1r1> i?L't:>C If.. Static PSI {p / Residual PSI __ 5.__._/ ___ _ COMMENTS: ----------------------- Sign r e, Title CJ/,Jut VJ~ Signature, Title ---------------------- Date RM:E CONSULTING ENGINEERS POST OFFICE BOX 9253 COLLEGE ST A TION, TEXAS 77842 OFF/FAX: (979) 690-0329 E-MAIL: CIVJL@RMENGINEER.COM ···-·-····----.. -----~-----------------------------------.., BRVAN TEXAS UTILfTIES " CHARGE TO: MAIL INVOICE AND REMITTANCE TO: Mr. Chris Rhodes Oldham Goodwin Group 2800 South Texas Ave, Suite 401 Bryan , TX 77802 Bryan Texas Utilities Attn.: David Hering Inv.#: 1403S24238 P. 0 . Box 1000 Bryan, Texas 77805 QUANTITY DESCRIPTION OF ITEM Underground primary Overhead primary Street lighting TOTAL AIC UNI PRI AMOUNT $ $ $6839.82 $6,839.82 DATE 't\\}-\\~\ RECEIPT 371632 :~:::~FROM~~~: sec 1-\20~ ---~ ~ ii_~ _... -DOLLARS $1tLBo°'. -~ FOR W:...__ ____________ ·---- .---A-C-CO_,U.,..,.,NT.,...---,---:-:-:::7:'":-::-:-:-:::---i ·~t.41:5-B llEGINNING CASH BALAN,=CE--+----+-+----·r!J'l=n ""l ~~~--·:-:-l---+--!1--:-C=HE=·CK:-::---r"--··'-'---'-'--• BY _$cl~----- (f)2001 !YiPFQrn'.1«1 S16.57N-CL NOTE: Please do not include AIC payment in your monthly BTU bill. Erika Bridges Planning & Development Services 1101 Texas Avenue College Station, TX 77842 ebridges@cstx.gov September 23, 2014 VIA ELECTRONIC MAIL Re : Creek Meadows -Section 2, Phase 2 Letter of Credit Ms. Bridges: The Letter of Credit submitted to your office this afternoon is for remaining infrastructure development related to Creek Meadows Section 2, Phase 2 including street, water, sanitary sewer, and storm sewer infrastructure. Per the attached Engineer's Cost Estimate, the value of outstanding construction is estimated to be $240,742.70. The work is anticipated to be complete by October 31, 2014. Your consideration in this matter is greatly appreciated. Sincerely, Chris Rhodes Vice President Oldham Goodwin Development, LLC Bryan/College Station 2800 Soutf, Texos A-, Sui1w 401 Bryon, Texas I 77802 Phone. 979.268.2000 I Fox1 979.846.7020 Houston 25222 Northwe$t Freeway, Suite 1-185 Cypress, Texos I 77 429 Phone: 281.256.2300 I Fox. 281 .213.2095 < . 1 2 3 4 5 6 7 8 9 10 11 12 1 2 3 4 5 6 7 Engineer's Cost Estimate CREEK MEADOWS -SECTION 2, PHASE TWO PAVING, DRAINAGE, & UTILITY IMPROVEMENTS COLLEGE STATION, BRAZOS COUNTY, TEXAS PAVING IMPROVEMENTS Mobilization, Construction Staking, All Required 1 LS $3,500.00 100% Testing by Contractor & Trench Safety SWPP Measures (Rock Rip-Rap, Seeding, Silt Fencing, 1 LS $8,000.00 38% Construction Entrance, Inlet Protection) Clearing & Grubbing (ROW & All Easements) 1 LS $1 ,500.00 100% In-Place Earthwork Excavation (Roadway, Alleys, 1,250 CY $4.00 100% Drainage Channels, Sitework, etc ... ) In-Pace Earthwork Embankment (Roadway, Alleys, 300 CY $4.50 100% Sitework, etc .. ) (Excavated On-Site) In-Place Earthwork Embankment Finishing (Topsoil, Landscape 1,000 CY $3.00 0% Berms & Miscellaneous) (Excavated On-Site) 4" Thick Reinforced Concrete Sidewalk (Includes 10, 101 SF $4.25 0% H/C Ramps) 6"Raised Concrete Curb & Gutter 525 LF $11 .25 0% 24" Laydown Concrete Gutter 2,360 LF $11 .25 0% 6" Compacted Lime Stabilized Subgrade 5,834 SY $4.75 0% 6" Compacted Limestone Base (Residential Street) 4,490 SY $11 .00 0% 2" Compacted Hot-mix Asphaltic Concrete 4,490 SY $13.00 0% (Residential Street) SUB-TOTAL= DRAINAGE IMPROVEMENTS Mobilization, Construction Staking, All Required Testing 1 LS $7,000.00 100% (Including TV) by Contractor & Trench Safety Recessed Curb Inlet (5' Opening) 3 EA $4,200.00 100% Recessed Curb Inlet (10' Opening) 4 EA $4,700.00 100% Storm Sewer Junction Box 1 EA $2,500.00 100% Tie into Existing Storm Sewer Pipe or Curb Inlet 2 LS $750.00 100% 18" RCP (CL 4) Storm Sewer w/Structural Backfill 74 LF $95.00 100% 24" RCP (CL 4) Storm Sewer w/Structural Backfill 549 LF $125.00 100% CD 1-260-0504-E03.xlsx $0.00 $5,000.00 $0.00 $0.00 $0.00 $3,000.00 $42,929.25 $5,906.25 $26,550.00 $27,711.50 $49,390.00 $58,370.00 $218,857.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 1of3 Engineer's Cost Estimate 8 24" ADS (N-12) Storm Sewer w/Cement Stabilized Sand Bedding & Non-Structural Backfill 9 30" RCP (CL 3) Storm Sewer w/Structural Backfill 45 LF 31 LF WATER IMPROVEMENTS 1 Mobilization, Staking, All Required Testing by 1 LS Contractor & Trench Safety (Water Line) 2 8" PVC Water Line (C900, DR14) -Non Structural 911 LF Backfill 3 8" PVC Water Line (C900, DR14) -Structural 127 LF Backfill 4 4" PVC Water Line (C900, DR14) -Non Structural 151 LF Backfill 5 Structural Bedding (Cement Stabilized Sand) 40 LF 6 Tie into Existing Water Line 3 EA 7 Standard Fire Hydrant Assembly 1 EA 8 8" (MJ) Gate Valve & Box 3 EA 9 6" (MJ) Gate Valve & Box 1 EA 10 4" (MJ) Gate Valve & Box 1 EA 11 8" x 8" (MJ) Tee 1 EA 12 8" x 6" (MJ) Tee 1 EA 13 8" x 4" (MJ) Tee 1 EA 14 8" (MJ) 45 deg Bend 2 EA 15 8" (MJ) 11.25 deg Bend 1 EA 16 Dual Water Service (Long Side) 10 EA 17 Dual Water Service (Short Side) 2 EA 18 Single Water Service Long Side) 6 EA 19 Single Water Service (Short Side) 5 EA CD1 -260-0504-E03.xlsx $85.00 100% $0.00 $130.00 100% $0.00 SUB-TOTAL= $0.00 $4,000.00 100% $0.00 $19.00 100% $0.00 $31 .00 100% $0.00 $16.00 100% $0.00 $23.00 100% $0.00 $750.00 100% $0.00 $3,500.00 100% $0.00 $1 ,100.00 100% $0.00 $800.00 100% $0.00 $650.00 100% $0.00 $900.00 100% $0.00 $550.00 100% $0.00 $425.00 100% $0.00 $650.00 100% $0.00 $500.00 100% $0.00 $1,900.00 100% $0.00 $950.00 100% $0.00 $1 ,400.00 100% $0.00 $600.00 100% $0.00 SUB-TOTAL = $0.00 2 of3 --------··-··------------------------ ( . Engineer's Cost Estimate SANITARY SEWER IMPROVEMENTS 1 Mobilization, Staking, Trench Safety & lV Inspection (Sewer Line) 2 6" PVC Sanitary Sewer (SDR-26, 03034) -Non Structural Backfill 3 6" PVC Sanitary Sewer (SDR-26, D3034) - Structural Backfill 4 4' Diameter Standard Manhole w/32" Opening (Ring & Cover) 5 Tie into Existing Sanitary Sewer Line 6 Structural Bedding (Cement Stabilized Sand) 7 Dual Sanitary Sewer Service (Long Side) 8 Dual Sanitary Sewer Service (Short Side) 9 Single Sanitary Sewer Service (Long Side) 10 Single Sanitary Sewer Service (Short Side) ---...... --:~;:,~ -~~ .~[~~~·'··( 1 313 50 2 2 20 6 9 2 4 LS $4,000.00 LF $25.00 LF $42.00 EA $3,200.00 EA $1 ,000.00 LF $23.00 EA $1 ,750.00 EA $650.00 EA $750.00 EA $650.00 SUB-TOTAL= ,: ..... ·· ·· .. ~ .,,j ;' * _: \ ~ ~ ESTIMATED CONSTRUCTION COST = :..~.·: .............. :· ~----)-... 10% CONTINGENCY= ~ R N A. ET . i! 1,... •••••• •• • ....• .:,1 100% $0.00 100% $0.00 100% $0.00 100% $0.00 100% $0.00 100% $0.00 100% $0.00 100% $0.00 100% $0.00 100% $0.00 $0.00 $218,857.00 $21 ,885.70 'I. • .~ • ,, ~:·~ __ .) · , GRAND TOTAL = $240,742.70 ~....__..,· '.----"· =-----I ('\ • • . K"" ~ ),.:·.:1C[NSX..':'·· ~<,,; '• ('s ....... ·"°"G" ~ I \ StONAL l ' -../ . . \''"'''''--'Z't ri {.. ' l ' RME Consulting Engineers TEXAS FIRM REGISTRATION No. F-4695 POST OFFICE BOX 9253 COLLEGE ST A TION, TEXAS 77842 OFF/FAX: (979) 764-0704 E-mail: civil@rmengineer.com Estimates and projections prepared by RME Consulting Engineers relating to construction costs and schedules, operation and maintenance costs, equipment characteristics and performance, and operating results are based on this office's experience, qualifications and judgment as a design professional. Since RME has no control over weather, cost and availability of labor, material and equipment, labor productivity, construction contractor's procedures and methods, unavoidable delays, construction contractor's methods of detennining prices, economic conditions, competitive bidding or market conditions and other factors affecting such estimates or projections, this office does not guarantee that actual rates, costs, performance, schedules, etc., will not vary from estimates and projections prepared by the Engineer ofrecord. CD1-260-0504-E03.xlsx 3 of 3 •. -w .• ~ : PROSPERITY BANK~ .. .._...., FROM: Creek Meadows Partners, L.P. ISSUER: Prosperity Bank 1298 Arrington Rd, College Station, TX 77845 IRREVOCABLE LETTER OF CREDIT DATE: September 18, 2014 TO BENEFICIARY: Ci ty of College Station Attention: Director of Development Services 1101 Texas Avenue College Station, Texas 77840 IRREVOCABLE LETTER OF CREDIT NO.: 1760 ISSUE DATE: 12:00 Noon Central Standard Time, September 18, 2014 EXPIRATION DATE: 12:00 Noon Central Standard Time. September 18, 2015, or upon the completion and final payment to all contractors, whichever occurs first. LOCATION OF PROJECT: Creek Meadows Subdivision. College Station. TX AMOUNT: ACCOUNT OF: TWO HUNDRED FORTY THOUSAND SEVEN HUNDRED FORTY-TWO MTD 701100 DOLLARS ($240,742.70) Creek Meadows Partners. L.P., (herein "DEVELOPER") 2800 S. Texas Avenue, Ste 401 Bryan. TX 77802 GENERAL TERMS & CONDITIONS: The Tssuing Bank set out above hereby issues its TR REVOCABLE LETTER OF CREDIT NO. 1760 in favor of the CITY OF COLLEGE STATION, TEXAS, in accordance with CHAPTER 5, V.T.C.A. TEXAS BUSINESS AND COMMERCE CODE as varied by and pursuant to the CITY OF COLLEGE STATION UNIFIED DEVELOPMENT ORDINANCE for the Account of DEVELOPER for an aggregate amount of up to TWO HUNDRED FORTY THOUSAND SEVEN HUNDRED FORTY-TWO AND 70/100 DOLLARS ($240,742.70). This amount is available by your draft(s) payable at sight when accompanied by the following: 1. Sworn Statement by a duly authorized representative of the City of College Station, Texas, stating that Developer(s) has/have defaulted and failed to complete the performance and construction of the improvements described below in accordance with the UNIFIED DEVELOPMENT ORDINANCE of the CITY OF COLLEGE STATION, Texas, and that the proceeds from this Letter of Credit will either be utilized by the City of College Station, Texas, to complete such construction or will be returned by the City of College Station to the Issuing Bank: Creek Meadows Subdivision Section 2, Phase 2, Paving, Drainage and Utility Improvements. Prepared by: sdavison 9/22114 SPECIAL TERMS & CONDITIONS: 1. All banking fees/expenses/charges incurred are for the account of Developer. The City of College Station is not responsible for any charges in connection with a drawing under this Letter of Credit. This Letter of Credit is issued in conjunction with the development of Developer in the City of College Station, Texas, specifically for the following: To guarantee the payment and performance of the proposed construction improvements in Creek Meadows Subdivision Section 2, Phase 2, a proposed subdivision in the City of College Station, Texas, for a period nol to exceed one (1) year from the date hereof. 2. Disbursements pursuant to this Letter of Credit will never exceed the above-stated amount, less any amount released by the City of College Station, Texas. The amount of credit under this Letter of Credit may be reduced upon approval and acceptance by the City of College Station of completed improvements, which reduction may only be made with the written authorization of the Director of Planning and Development Services of the City of College Station. 3. In accordance with SECllON 5.106 of the TEXAS BUSINESS AND COMMERCE CODE, this Letter of Credit may be modified, upon the execution and delivery to Issuer of a sworn statement giving consent to modification by the Director of Planning and Development Services of the City of College Station. 4. The Issuer of this Letter of Credit has caused this Letter to be signed by the undersigned officer who has attached proof of his authorization to sign, together with attestation by Issuer's authorized attesting officer and sealed with the seal of Issuer. ST ATE OF TEXAS * * COUNTY OF BRAZOS * This instrument was acknowledged before me on September 18, 2014, by John A. Flynn, m, Banking Center President, the authorized officer of Prosperity Bank, Issuer, a Texas Banking Corporation, on behalf of said Banking Corporation and in the capacity stated. e EMILY ROBSON Notary Public, Stale of Tixu My Coinmilaion Expires MAY 12, 2018 Prepared by: sdavison 9122114 NO. 1 2 3 4 5 6 7 8 9 10 11 12 1 2 3 4 5 6 7 Engineer's Cost Estimate CREEK MEADOWS -SECTION 2, PHASE TWO PAVING, DRAINAGE, & UTILITY IMPROVEMENTS COLLEGE STATION, BRAZOS COUNTY, TEXAS UNIT COST % TOTAL COST DESCRIPTION. QUAN . UNIT COMPLETE REMAINING PAVING IMPROVEMENTS Mobilization, Construction Staking, All Required 1 LS $3,500.00 100% $0.00 Testing by Contractor & Trench Safety SWPP Measures (Rock Rip-Rap, Seeding, Silt Fencing, 1 LS $8,000.00 38% $5,000.00 Construction Entrance, Inlet Protection) Clearing & Grubbing (ROW & All Easements) 1 LS $1,500.00 100% $0.00 In-Place Earthwork Excavation (Roadway, Alleys, 1,250 CY $4.00 100% $0.00 Drainage Channels, Sitework, etc ... ) In-Pace Earthwork Embankment (Roadway, Alleys, 300 CY $4.50 100% $0.00 Sitework, etc .. ) (Excavated On-Site) In-Place Earthwork Embankment Finishing (Topsoil, landscape 1,000 CY $3.00 0% $3,000.00 Berms & Miscellaneous) (Excavated On-Site) 4" Thick Reinforced Concrete Sidewalk (Includes 10, 101 SF $4.25 0% $42,929.25 H/C Ramps) 6"Raised Concrete Curb & Gutter 525 LF $11.25 0% $5,906.25 24" Laydown Concrete Gutter 2,360 LF $11 .25 0% $26,550.00 6" Compacted Lime Stabilized Subgrade 5,834 SY $4.75 0% $27,711 .50 6" Compacted Limestone Base (Residential Street) 4,490 SY $11 .00 0% $49,390.00 2" Compacted Hot-mix Asphaltic Concrete 4,490 SY $13.00 0% $58,370.00 (Residential Street) SUB-TOTAL= $218,857.00 DRAINAGE IMPROVEMENTS Mobilization, Construction Staking, All Required Testing 1 LS $7,000.00 100% $0.00 (Including TV) by Contractor & Trench Safety Recessed Curb Inlet (5' Opening) 3 EA $4,200.00 100% $0.00 Recessed Curb Inlet (10' Opening) 4 EA $4,700.00 100% $0.00 Storm Sewer Junction Box 1 EA $2,500.00 100% $0.00 Tie into Existing Storm Sewer Pipe or Curb Inlet 2 LS $750.00 100% $0.00 18" RCP (CL 4) Storm Sewer w/Structural Backfill 74 LF $95.00 100% $0.00 24" RCP (CL 4) Storm Sewer w/Structural Backfill 549 LF $125.00 100% $0.00 CD1-260-0504-E03.xlsx 1of3 ,,. ' .. Engineer's Cost Estimate 8 24" ADS (N-12) Storm Sewer w/Cement Stabilized 45 LF $85.00 100% $0.00 Sand Bedding & Non-Structural Backfill 9 30" RCP (CL 3) Storm Sewer w/Structural Backfill 31 LF $130.00 100% $0.00 SUB-TOTAL= $0.00 WATER IMPROVEMENTS 1 Mobilization, Staking, All Required Testing by 1 LS $4,000.00 100% $0.00 Contractor & Trench Safety (Water Line) 2 8" PVC Water Line (C900, DR14) -Non Structural 911 LF $19.00 100% $0.00 Backfill 3 8" PVC Water Line (C900, DR14) -Structural 127 LF $31.00 100% $0.00 Backfill 4 4" PVC Water Line (C900, DR14) -Non Structural 151 LF $16.00 100% $0.00 Backfill 5 Structural Bedding (Cement Stabilized Sand) 40 LF $23.00 100% $0.00 6 Tie into Existing Water Line 3 EA $750.00 100% $0.00 7 Standard Fire Hydrant Assembly 1 EA $3,500.00 100% $0.00 8 8" (MJ) Gate Valve & Box 3 EA $1,100.00 100% $0.00 9 6" (MJ) Gate Valve & Box 1 EA $800.00 100% $0.00 10 4" (MJ) Gate Valve & Box 1 EA $650.00 100% $0.00 11 8" x 8" (MJ) Tee 1 EA $900.00 100% $0.00 12 8" x 6" (MJ) Tee 1 EA $550.00 100% $0.00 13 8" x 4" (MJ) Tee 1 EA $425.00 100% $0.00 14 8" (MJ) 45 deg Bend 2 EA $650.00 100% $0.00 15 8" (MJ) 11 .25 deg Bend 1 EA $500.00 100% $0.00 16 Dual Water Service (Long Side) 10 EA $1,900.00 100% $0.00 17 Dual Water Service (Short Side) 2 EA $950.00 100% $0.00 18 Single Water Service Long Side) 6 EA $1,400.00 100% $0.00 19 Single Water Service (Short Side) 5 EA $600.00 100% $0.00 SUB-TOTAL= $0.00 CD1-260-0504-E03.xlsx 2 of 3 .,,., . . Engineer's Cost Estimate SANITARY SEWER IMPROVEMENTS 1 2 Mobilization, Staking, Trench Safety & TV Inspection (Sewer Line) 6" PVC Sanitary Sewer (SDR-26, 03034) -Non Structural Backfill 3 6" PVC Sanitary Sewer (SDR-26, D3034) - Structural Backfill 4 4' Diameter Standard Manhole w/32" Opening (Ring & Cover) 5 Tie into Existing Sanitary Sewer Line 6 Structural Bedding (Cement Stabilized Sand) 7 Dual Sanitary Sewer Service (Long Side) 8 Dual Sanitary Sewer Service (Short Side) 9 Single Sanitary Sewer Service (Long Side) 10 Single Sanitary Sewer Service (Short Side) _ ........... _ 1 LS $4,000.00 313 LF $25.00 50 LF $42.00 2 EA $3,200.00 2 EA $1 ,000.00 20 LF $23.00 6 EA $1 ,750.00 9 EA $650.00 2 EA $750.00 4 EA $650.00 SUB-TOTAL= ---~t-OF re-;''' { : s~~·······.: "Is •• ,,: ... . . . I ESTIMATED CONSTRUCTION COST = ~ R N A. ET . ~ 100% $0.00 100% $0.00 100% $0.00 100% $0.00 100% $0.00 100% $0.00 100% $0.00 100% $0.00 100% $0.00 100% $0.00 $0.00 $218,857.00 $21,885.70 f..*.\:... . ........ \~Mr---)-.. 10% CONTINGENCY= I.·.. . . . . . . . . . . . . . . .:,I ~ ~·w---J • : 1 GRAND TOT AL = $240, 7 42. 70 q,J,-··.~:crNs~?-·~<,; Kl ,•a [ss,;N·;~·t.~~--ri J \\"""'''"'""~ f"l t I ' i • , ' RME Consulting Engineers TEXAS FIRM REGISTRATION No. F-4695 POST OFFICE BOX 9253 COLLEGE ST A TION, TEXAS 77842 OFF/FAX: (979) 764-0704 E-mail: civil@rmengineer.com Estimates and projections prepared by RME Consulting Engineers relating to construction costs and schedules, operation and maintenance costs, equipment characteristics and performance, and operating results are based on this office's experience, qualifications and judgment as a design professionaL Since RME has no control over weather, cost and availability of labor, material and equipment, labor productivity, construction contractor's procedures and methods, unavoidable delays, construction contractor's methods of determining prices, economic conditions, competitive bidding or market conditions and other factors affecting such estimates or projections, this office does not guarantee that actual rates, costs, performance, schedules, etc., will not vary from estimates and projections prepared by the Engineer ofrecord. CD1-260-0504-E03.xlsx 3 of 3 ~. &ltgin'£11H'S --- ' ' September 4, 2014 Ericka Bridges, E.I.T. Graduate Civil Engineer City of College Station Planning & Development Services 1101 Texas Avenue South College, Station, 77840 3800 S.H. No. 6 South, Ste. 108G <77845> P.O. Box 9253, College Station, TX 77842 Off/Fax: (979) 764-0704 email: civil@rmengineer.com RE: Creek Meadows, Section 2, Phase Two -College Station, TX Fire Flow Letter RME No. 260~0504 Ericka Bridges: A fire flow test was performed in accordance with National Fire Prevention Association (NFPA) Standard 291, Chapter 4, for the above referenced project, on September 4, 2014. The results of this test are shown on the attached Fire Flow Test Report, and are sufficient to meet the City of College Station minimum design standards for fire flow requirements. Please call should you have any questions or require assistance. Sincerely, CD l-260-0504-L05 .docx Page I ofl ··-···-··--····--...... --.---.. ----·------ FIRE FLOW TEST REPORT Date 9 /<-tty ~, Location C::::-(2..£~ f(/p...Af;:Au.J 3 2 P 2-. j Flow Hydrant Desc. HJ--#-~'D -cB+~---~---~----..,.-------.J---J--.-:--_h.-_1 N_-r __ C_a.._\-,----- Nozzle size 2.5 -----:::=o---Pitot Reading 8 !::/ -------GPM _ _,_/Z/-/____,~o--~ Static Hydrant Desc. ~ tJ S Z PI A-Fft f ~~ Mtt+&w-r7la:;;. i?L't>ci& Static PSI {p / Residual PSI __ S__._/ ___ _ COMMENTS: Signature, Title Date RME CONSULTING ENGINEERS POST OFFICE BOX 9253 COLLEGE ST A TION, TEXAS 77842 OFF/FAX: l979l 690-0329 E-MAIL: CIVIL@R.i\1ENGINEER.COM DEVELOPMENT PERMIT PERMIT NO. 14-42 CITY OF CoLu:GE ST,\TION Pl .. :-ini~ & [),~y/i;pm.·rit 'irr-iil't:1 FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Creek Meadows Sec.2, Ph.2 All Lots DATE OF ISSUE: 4/3/14 OWNER: Creek Meadows Partners, LP (c/o Randy Lowr ·,·) 2800 South Texas Avenue, Suite 401 Bryan, Texas 77802 SITE ADDRESS: 15490 Baker Meadow Loop DRAINAGE BASIN: Peach Creek VALID FOR 24 MONTHS CONTRACTOR: TYPE OF DEVELOPMENT: Full Development Permit CONDITIONS: 1. No work beyond limits covered in permit is authorized. 2. The permit may be revoked if any false statements are made herein. If revoked , all work must cease until permit is re- issued. 3. The permit will expire if no significant work is progressing within 24 months of issuance. 4. Other permits may have been required to U, 'I local, state and federal requirements. Construction will be in compliance with all necessary State and Fed er-. •11i s. 5. Stormwater mitigation, including detention pcriu_, · · be constructed first in the construction sequence of the project. 6. In accordance with Chapter 13 of the Code of c, _;, .~rnces of the City of College Station, measures shall be taken to insure that all debris from construction , erosion, GnJ sedimentation shall not be deposited in city streets, or existing drainage facilities. Construction Site No tice er r !"'icr: c Intent (NOi) along with Stormwater Pollution Prevention Plan (SWP3) will be kept and maintained on-site c;,1ring construction as per TPDES permitting requirements. If it is determined that the prescribed erosion control measures are ineffective to retain all sediment on-site , it is the Contractor's responsibility to implement measures tha t will meet City, State, and Federal requirements. 7. All disturbed areas will be re-vegetated prior to Lcaer of Completion or Certificate of Occupancy. 8. All trees required to be protected as part of th e landscape plan must be completely barricaded in accordance with the Landscaping and Tree Protection Section of the 1 ·'."'s Unified Development Ordinance, prior to any operations of this permit. The cleaning of equipment or materiuis , . he drip line of any tree or group of trees that are protected and required to remain is strictly prohibited. F .., : of any waste material such as , but not limited to, paint, oil , solvents, asphalt, concrete, mortar, or otl :: • uids or materials within the drip line of any tree required to remain is also prohibited. 9. All construction shall be in accordance with " _ :·';:ied approved plans and specifications for the above-named project and all of the codes and ordinanc · ' ' ,, of College Station, as well as State and Federal Regulations that apply. Only those deviations from L,, ~ , 1: ..:d Design Guidelines, Specifications and Details specifically requested and approved will be allowed. 10. Special Condition~ \ if[. '-{V, ":\ A Va~~~ , lhc C"otractor, hereby agree to comply with all conditions herein. f.Jv > c" l\)S + ~ c.;J1 t-v :R--v Contractor Signature 7'11 1Y ~ 11 :? ~ Phone number I hereby grant this permit for developmr:nt. c · ~ Inspector assigned to this project 24 hou rs ; oa~~,.:_ e. bv.i I Al c. ?1-z.,, E-mail \'SCAe\ ~ :h1-fofil I , the Public Works )nning construction for scheduling required Inspections. f !f \ \ \ / / / / / / / / // / \ \ \ \ \ \ \ \ \ I I I I \ \ I I \ \ -.............. '""---------~CITY OF COLLEGE STATION•----------------Home of Texas A&M University" - MEMORANDUM March 10, 2014 TO: RME Consulting Engineers, via: rabon@rmengineer.com FROM: Morgan Hester, Staff Planner SUBJECT: CREEK MEADOWS SEC 2 PH 2 (FP) Staff reviewed the above-mentioned final plat as requested. The following page is a list of staff review comments detailing items that need to be addressed. If all comments have been addressed, your project will be placed on the next available Planning and Zoning Commission meeting held in the City Hall Council Chambers, 1101 Texas Avenue. _!_ One (1) 24"x36" copy of the revised final plat; _!_ One (1) 24"x36" grading and erosion control plan; _!_ Thirteen ( 13) 11"x17" copies of the revised final plat; One (1) Mylar original of the revised final plat (required after P&Z approval); and One ( 1) copy of the digital file of the final plat on diskette or e-mail to: pdsdigitalsubmittal@cstx.gov. Upon receipt of the required documents for the Planning & Zoning meeting, your project will be considered formally filed with the City of College Station. Please note that this application will expire in 90 days from the date of this memo, if the applicant has not provided written response comments and revised documents to the Administrator that seek to address the staff review comments contained herein. If all comments have not been addressed your project will not be scheduled for a Planning & Zoning Commission meeting . Your project may be placed on a future agenda once all the revisions have been made and the appropriate fees paid. Once your item has been scheduled for the P&Z meeting, the agenda and staff report can be accessed at the following web site on Monday the week of the P&Z meeting. http://www.cstx.gov/pz Please note that a Mylar original of the revised final plat will be required after P&Z approval and prior to the filing of the plat. If you have any questions or need additional information, please call me at 979. 764.3570. Attachments: Creek Meadow Partners, LP c/o Randy Lowry, via: chris@oldhamgoodwin.com Staff Review Comments Planning & Development Services P.O. BOX 9960 • 1101 TEXAS AVENUE · COLLEGE STATION · TEXAS • 77842 TEL. 979.764.3570 ·FAX. 979.764.3496 . . STAFF REVIEW COMMENTS NO. 1 Project: Creek Meadows Sec 2 Ph 2 (FP) (14-00900042) PLANNING 1. Please note that any changes made to the plans that have not been requested by the City of College Station must be explained in your next transmittal letter and "bubbled" on your plans. Any additional changes on these plans that the City has not been made aware of will constitute a completely new review. 2. Please note that you may be required to submit paid tax certificates if they are not current prior to the filing of your plat. Reviewed by: Morgan Hester Date: March 3, 2014 EMGINEERING COMMENTS NO. 1 JV. Please provide a Letter of Acknowledgment and include all standard details in the set of lans. Attached. Provide a BTU electrical layout & service agreement letter. Attached. GN-01 -Please coordinate with Robin Krause to verify that block numbers are accurate. Revised and verified. 4. GN-01 -Where will the common mail box be located? Revised accordingly. :; GP-01 -Please show and label the drainage easements. Verify that the private storm line between Lots 14 and 15 is within the easement. Revised accordingly. W-01 -Please verify that there is an existing water service for Lot 4, Block 5. Installed with S2P3. S-01 -Label the service flowlines at the manholes and verify that drops are not needed. Revised accordingly. 8. Drainage Report -It looks like a 15-ft opening is being provided for Inlet B3, but the runoff looks like a smaller inlet would be needed. Please verify the runoff values in Curb Inlet /Summary -Table #2. Revised accordingly. Y.' FYI ... The public infrastructure must be built or bonded prior to the final plat being forwarded o P&Z for approval. Understood. ~ FYI ... Based on the current cost estimate, the DP fee balance is ,691.1 Understood. Reviewed by: Erika Bridges i> 4, V5 ·a e: March 7, 2014 ELECTRICAL COMMENTS REQUIRING IMMEDIATE ATTENTION 1. This project location is outside of CSU certification area. CSU will not provide electric service to this project location. GENERAL ELECTRICAL COMMENTS 1. To discuss any of the above electrical comments please contact Gilbert Martinez at 979. 764.6255. Reviewed by: Gilbert Martinez Date: February 25 , 2014 CITY OF Coll.EGE STATION Home o/Texas A&M Univmity" FOR OFFICE USE ONLY CASE NO.: 14-42- DATE SUBMITTED: 0310 I \Y TIME: L\·.30 STAFF: P<(' PLANNING & DEVELOPMENT SERVICES TRANSMITTAL 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.: ~ Existing Project Submittal. Case No.: 14-00900042 Project Name Creek Meadows -Section 2 Phase Two Contact Name _R-'-a-'-bo"'--n_M-'-e_tc_a_lf _________ _ Phone Number (979) 764-0704 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 Preliminary Plan D Final Plat D Development Plat D Site Plan D Special District Site Plan D Special District Building I Sign D Landscape Plan INFRASTRUCTURE AND ENGINEERING DOCUMENTS D D Non-Residential Architectural Standards Irrigation Plan D Variance Request D D D D D Development Permit Development Exaction Appeal FEMA CLOMA/CLOMR/LOMA/LOMR Grading Plan Other -Please specify below All Infrastructure documents must be submitted as a complete sel The following are included in the complete set: D Comprehensive Plan Amendment ~ Waterline Construction Documents D TxDOT Driveway Permit ~ Sewerline Construction Documents D TxDOT Utility Permit ~ Street Construction Documents D Drainage Letter or Report D Easement Application D Fire Flow Analysis D Other -Please specify Special Instructions: 10/1 0 PrintForm ] ,( l 1 , March 10, 2014 Erika Bridges, E.I.T. Graduate Civil Engineer City of College Station 1101 Texas Avenue South College Station, TX 77842 RE: Creek Meadows -Section 2, Phase Two Acknowledgement of City Standards RME No. 260-0471 Erika Bridges: 3800 SH No. 6 South, Ste. 108G <77845> P.O. Box 9253, College Station, TX 77842 Off/Fax: (979) 764-0704 email: civil@rmengineer.com The purpose of this letter is to acknowledge that the construction plans for the public infrastructure improvements, for the above referenced project, to the best of my knowledge, do not deviate from the latest B/CS Design Guideline Manual. With the exception of the following items: •!• Some segments of sanitary sewer line installed for this phase of construction, do not meet the minimum flow velocity of 2.0 ft/s at peak flow conditions. The design of these lines comply with minimum size, type and slope (per TCEQ requirements), however, the low number of dwelling units discharging to these lines prevent peak flows from reaching a flow velocity of 2.0 ft/s; •!• Proposed storm sewer located in areas that will be subjected to vehicular loadings (including frre truck loading) are designed with Reinforced Concrete Pipe (Class 4). This design standard will withstand the stated loadings even when the cover over the pipe is less than two-feet (2'); I also acknowledge, to the best of my knowledge that the details provided in the construction plans are in accordance with the B/CS Standard Details. CD 1-260-0504-LO l .docx Page 1 of2 <. l Please do not hesitate to call if you have any questions. Sincerely, CDl-260-0504-LOl .docx 3800 SH No. 6 South, Ste. 108G <77845> P.O. Box 9253, College Station, TX 77842 Off/Fax: (979) 764-0704 email: civil@rmengineer.com Page 2 of2 State of Texas County Of Brazos INV# 1403S24238 § § § SUBDIVISION SERVICE AGREEMENT KNOW ALL MEN BY THESE PRESENTS: This AGREEMENT is entered into the 17 of March, 2014 and between Bryan Texas Utilities, hereinafter "UTILITY", and Creek Meadows Partners. LP. of Brazos County, Texas, hereinafter "DEVELOPER". Under the authority of Bryan Texas Utility's Extension Policy and in accordance with the desires of the parties hereto, UTILITY and the DEVELOPER hereby mutually agree to the following promises and covenants: SECTION I. UTILITY, at the request of the DEVELOPER, agrees to construct electric lines and required appurtenances in and for the area designated on the recorded plat as, Creek Meadows Section 2, Phase 2 {Name of subdivision, 0< major un~s. or sections of subdivision) In the County of Brazos, State of Texas, and described more fully as: Creek Meadows Section 5, Phase 2 consisting of Block 2, Lots 1-6, Block 3, Lots 1-6, Block 4, Lots 1-5, Block 5, Lots 1-4, & Block 8, Lots 1-16 located in the Samuel Davidson Survey, A-13, College Station, Brazos County, Texas. The line construction, the subject of this agreement, shall only be that line construction shown on the sketch attached hereto as Exhibit "A" and incorporated herein by this reference for all purposes. Any and all service extensions from the line constructed in accordance with Exhibit "A" which may be required so as to service lots within the hereinabove subdivision shall be treated as individual and separate extensions and under Bryan Utilities' Policies in effect at the time such extensions are requested to be added. Section II. DEVELOPER hereby agrees to pay UTILITY the sum of $6839.82 for the line extension, which includes the cost of streetlights, as defined in Section Ill, said sum due and payable at the time of execution of this Agreement. Said sum shall be the estimated total final cost of labor, overhead, materials, and right-of-way acquisition as outlined in BTU's Electric Line Extension Policy. Further, for underground subdivisions, the DEVELOPER shall be responsible for all ditching, boring, and installation of all conduits at the DEVELOPER's expense as specified in the latest edition of the BTU Guidelines for Developer Installed Conduit in New Subdivisions specifications. If the line extension has not been started and substantially completed within 90 days from the execution date of this agreement, UTILITY reserves the right to ~valuate costs and adjust the required payment amount from the DEVELOPER, as necessary, to complete the work. SECTION Ill. DEVELOPER hereby acknowledges that the UTILITY will provide, as part of the sum shown in Section II, .1 streetlights standards, on 30' CS poles with 100-watt HPS luminaries with underground distribution. Section IV. The DEVELOPER agrees that UTILITY shall at all times have complete ownership and control of all line extensions to be constructed. The DEVELOPER agrees that he shall at no time attempt to assert or exercise ownership or control over any service lines or extensions made in the furtherance of this agreement. UTILITY may, at its option, make other extensions, alterations, or additions to the line extension tor service to customers outside the subdivision, the primary subject of this agreement. SectionV. The DEVELOPER shall not assign this Agreement in whole or in part without the prior written consent of UTILITY. Section VI. The DEVELOPER agrees to fully comply with all the requirements of the rules, policies and ordinances of the City of Bryan, Texas as well as the laws of the State of Texas and the Federal < . • INV# 1403S24238 Government as they apply to this Agreement and to the connection and service of the Customers of UTILITY. Section VII. Either party may terminate this Agreement prior to the completion of construction of the lines or extensions of the project as a result of the abandonment by the DEVELOPER. The DEVELOPER shall be charged the actual costs incurred by UTILITY at the time construction is terminated. It is hereby agreed that such costs shall be charged against any monies, which the DEVELOPER may have made with UTILITY as set out in Section II of this Agreement Section VIII. The DEVELOPER, in further consideration of this agreement, shall convey to UTILITY, free and clear of any encumbrance, valid easements and rights-of-way, as required by UTILITY, covering the power lines and other necessary facilities. Section IX. This agreement shall be interpreted in accordance with Texas law and enforced for all purposes in Brazos County, Texas. SectionX. This agreement represents and contains all stipulations made by and between the parties hereto and is the entire agreement of the parties. No other verbal or written stipulations shall act to modify or alter this agreement. Section XI. The parties to this agreement state that they have the authority to execute this instrument on behalf of their principals and have been duly empowered to sign the same. Section XII. This agreement may not be changed except upon the mutual written agreement of the parties. Section XIII. To the maximum extent permitted by law, the DEVELOPER agrees to indemnify and hold harmless UTILITY in the performance of its obligations under this agreement SIGNED AND AGREED TO the date entered hereinabove: DEVELOPER BRYAN TEXAS UTILmES CREEK MEADOWS PARTNERS, L.P. GARY D. MILLER, GENERAL MANAGER DATE DATE 2 ' March 10, 2014 David Loflin Texas Commission of Environmental Quality Water Supply Division MC 153 P.O. Box 13087 Austin, TX 78711 3800 SH No. 6 South, Ste. 108G <77845> P.O. Box 9253, College Station, TX 77842 Off/Fax: (979) 764-0704 email: civil@rmengineer.com RE: Creek Meadows (Section 2, Phase Two) -College Station, TX TCEQ Exception Letter for Utility Improvements RME No. 260-0504 Mr. David Loflin: The above referenced project will install the following improvements within the distribution system of the Wellborn S.U.D.: •!• The following footages of water line: o 1,038 L.F. of 8" PVC (C900, DR14); o 151 L.F. of 4" PVC (C900, DR14); •!• Applicable fire hydrants, services, valves & fittings. Design and construction of these improvements will be in accordance with the latest Bryan/College Station Unified Water & Sewer Design Guideline Manual, Standard Details, and Specifications and Chapter 290 of the TCEQ Rules & Regulations. This quantity of water line is less than 10% of the total length of water line within the City's current distribution system. Therefore, an exception for plan review is being requested for this project and its water system improvements. Sincerely, Rabon A. Metcalf, P .E. Texas Firm Registration No. F-4695 rabon@rmengineer.com xc: Erika Bridges, E.I.T. Graduate Civil Engineer City of College Station 1101 Texas A venue South College Station, TX 77840 PUBLIC WATER SYSTEM PLAN REVIEW SUBMITTAL FORM (Complete and Attach to Submittal Package) Date: March 10. 2014 TCEQ PWS Identification No.*: ... 02-.1 ..... o ... o .... 1 .... 6 ______ CCN No. or Application No. **:-'-11"'-'3 .... 4 .... 0 ______ _ Water System Name: _w ... e_..ll=b .... o ..... rn ___ s ...... u:;..;.=D ..... -------------------------Water System Owner:_W~e=ll=b=o"""rn.._S="-"'.U'""'.D=--. ________ Type of Entity.._: .... s ...... u .......... o ...... ________ _ Address: P.O. Box 250, Wellborn, TX 77881 Phone: (979) 690-9799 Responsible Official: Steven Cast Title: Manager County (system location): Brazos County Subdivision Sec., Phase, Unit, etc. Creek Meadows -Section 2, Ph 2 _________________ Mechanism & Source of Financing:_._P_ri_v .... at .... e.._ _________ _ Engineer: Rabon A. Metcalf, P.E. Registration Number:_8.._8 ..... 5._.8_.3 _______________ _ Firm Name: RME Consulting Engineers Phone: (979) 764-0704 Firm Address: P.O. Box 9253, College Station, TX 77842 Fax: (979) 764-0704 * If no PWS Number exists, the owner must submit a business plan, if required, in accordance with §290.39(f) and (g). -If a required CCN number does not exist, an acceptable application to obtain a CCN number must be made before a project submittal can be technically reviewed. In addition, if a submittal is for a project located outside the CCN area, a CCN amendment application must be submitted before a project may be reviewed for construction approval. Please refer to 30 TAC Chapter 291 for additional infonnation regarding CCNs. If this is a new (proposed) system, you must attach the following with this submittal: NOT APPLICABLE D Attach a list of all water utilities within % mile of the proposed service area boundaries D Copies of formal applications for service from each of the following D any municipality if the system is within its ET J; D any district or other political subdivision whose corporate boundaries are within % mile of the proposed service area boundaries D any other water service provider whose certificated service area boundary is within % mile of the proposed service area boundaries D Documentation that all application requirements including payment of fees were complied with. D Copies of written responses from each of the entities listed above. D Business plan, if required by 30 TAC 290.39(f) & (g). The business plan financial requirements for non-community water systems must confirm capital availability to construct the system according to TCEQ requirements. This would consist of a balance sheet that shows liabilities as well as assets, not just a bank confirmation of a deposit account. Alternatively, if the project is being constructed with loan funds, then a loan commitment letter from the lender specific to that project will suffice. D Justification for constructing a separate system (unless none of the entities listed above exist) D Plans and specifications with an engineering report all sealed by design engineer. Type of Project (please check the appropriate boxes): ./ Distribution System Modifications D Well completion data on previously approved well D Pressure Maintenance Facilities Modifications D Disinfection Facilities or Other Modifications D Preliminary Engineering Report w/o plans D Modification of Surface Water Treatment Plant D D D D D D D Storage Capacity Modifications Water Well Construction, Proposed Proposed Innovative Process Study Ground Water Treatment Plant, New Surface Water Treatment Plant, New Tex. Water Dev. Board Proj. No. _____ _ Other(PleaseExplain) _______________________________ _ IF THIS SUBMITTAL IS A REVISION OF PREVIOUSLY SUBMITTED PLANS, PLEASE ENTER THE ASSIGNED TCEQ LOG NUMBER: . Please call (512) 239-6960 if you have questions regarding this form. Your cooperation will help us provide better service. Additional helpful information and rules are available at our website: Rabon A. Metcalf, P.E. March 10, 2014 Printed Engineer's Name Date " - ., ~ c~ ~a-eer.s , , March 10, 2014 Louis Heron III, P .E. Texas Commission of Environmental Quality Plans & Specification Review MC 148 P.O. Box 13087 Austin, TX 78711-3087 RE: Chapter 217 Summary Transmittal Letter Permittee: City of College Station 3800 SH No. 6 South, Ste. 108G <77845> P.O. Box 9253, College Station, TX 77842 Off/Fax: (979) 764-0704 email: civil@rmengineer.com Permit Number: Lick Creek WWTP: WQ0010024-006 Project Name: Creek Meadows (Section 5, Phase Two) -College Station, TX County: Brazos County Grant No.: NI A Mr. Louis Heron: The purpose of this letter is to provide the TCEQ with the information necessary to comply with the requirements of Chapter 217.8(c) of the TCEQ's rules entitled, Design Criteria for Sewerage Systems. The necessary information includes: 1. Engineering Firm: RME Consulting Engineers 3800 SH No. 6 South, Suite 108G <77845> P.O. Box 9253 College Station, TX 77842 2. Design Engineer: Rabon A. Metcalf, P .E. Off/Fax: (979) 764-0704 3. Location: Brazos County, TX 4. Project Identifier: Creek Meadows: Section 2, Phase Two -Paving, Drainage & Utility Improvements 5. Operator: City of College Station CD l-260-0504-L03 .docx Page I of2 ~ . • 1 6. Collection System: City of College Station -Public Utilities Department 7. Plan & Specification Compliance: 3800 SH No. 6 South, Ste. 108G <77845> P.O. Box 9253, College Station, TX 77842 Off/Fax: (979) 764-0704 email: civil@rmengineer.com Design and construction of these improvements are in accordance with the Bryan/College Station Unified Water & Sewer Specifications, Design Guidelines Manual, and Chapter 217 of the TCEQ Rules & Regulations. This sanitary sewer improvement project will be constructed with the City of College Station performing a technical review. The plans and specifications which describe the project identified in this letter are in substantial compliance with all the requirements of Chapter 217. 8. Variances: Some segments of sanitary sewer line installed for this phase of construction, do not meet the minimum flow velocity of 2.0 ft/s at peak flow conditions. The design of these lines comply with minimum size, type and slope, however, the low number of dwelling units discharging to these lines prevent peak flows from reaching a flow velocity of 2.0 ft/s; 9. Project Scope: The above referenced project will install the following sanitary sewer improvements within the CCN of the City of College Station (CoCS): •!• Approximately363 linear feet of gravity sewer: o 6" PVC (SDR 26, D3034); •!• Applicable manholes, cleanouts, and service leads; If you have any questions regarding this project, please contact Mr. Rabon A. Metcalf, P.E. (Off/Fax: 979.764.0704 or rabon@rmengineer.com). Sincerely, xc: Erika Bridges, E.l.T. Graduate Civil Engineer City of College Station 1101 Texas Avenue South College Station, TX 77840 CD1-260-0504-L03.docx Page 2 of2 • NO. 1 2 3 4 5 6 7 8 9 10 11 12 1 2 3 4 5 6 7 Engineer's Cost Estimate CREEK MEADOWS -SECTION 2, PHASE TWO PAVING, DRAINAGE, & UTILITY IMPROVEMENTS COLLEGE STATION, BRAZOS COUNTY, TEXAS UNIT TOTAL DESCRIPTION QUANTITY UNIT COST COST PAVING IMPROVEMENTS Mobilization, Construction Staking, All Required 1 LS $3,500.00 $3,500.00 Testing by Contractor & Trench Safety SWPP Measures (Rock Rip-Rap, Seeding, Silt Fencing, 1 LS $8,000.00 $8,000.00 Construction Entrance, Inlet Protection) Clearing & Grubbing (ROW & All Easements) 1 LS $1 ,500.00 $1 ,500.00 In-Place Earthwork Excavation (Roadway, Alleys, 3,400 CY $4.00 $13,600.00 Drainage Channels, Sitework, etc ... ) In-Pace Earthwork Embankment (Roadway, Alleys, 700 CY $4.50 $3,150.00 Sitework, etc .. ) (Excavated On-Site) In-Place Earthwork Embankment Finishing (Topsoil, Landscape 1,300 CY $3.00 $3,900.00 Berms & Miscellaneous) (Excavated On-Site) 4" Thick Reinforced Concrete Sidewalk (Includes 10, 101 SF $4.25 $42,929.25 H/C Ramps) 6"Raised Concrete Curb & Gutter 525 LF $11 .25 $5,906.25 24" Laydown Concrete Gutter 2,360 LF $11 .25 $26,550.00 6" Compacted Lime Stabilized Subgrade 5,834 SY $4.75 $27,711 .50 6" Compacted Limestone Base (Residential Street) 4,490 SY $11 .00 $49,390.00 2" Compacted Hot-mix Asphaltic Concrete 4,490 SY $13.00 $58,370.00 (Residential Street) SUB-TOTAL= $244,507.00 DRAINAGE IMPROVEMENTS Mobilization, Construction Staking, All Required Testing 1 LS $7,000.00 $7,000.00 (Including TV) by Contractor & Trench Safety Recessed Curb Inlet (5' Opening) 3 EA $4,200.00 $12,600.00 Recessed Curb Inlet (10' Opening) 3 EA $4,700.00 $14,100.00 Recessed Curb Inlet (15' Opening) 1 EA $5,200.00 $5,200.00 Storm Sewer Junction Box 1 EA $2,500.00 $2,500.00 Tie into Existing Storm Sewer Junction Box 2 LS $750.00 $1 ,500.00 18" RCP (CL 4) Storm Sewerw/Structural Backfill 74 LF $95.00 $7,030.00 CD1-260-0504-E01 .xlsx 1 of 3 • Engineer's Cost Estimate 8 24" RCP (CL 4) Storm Sewer w/Non-Structural 62 LF Backfill $105.00 $6,510.00 9 24" RCP (CL 4) Storm Sewer w/Structural Backfill 303 LF $125.00 $37,875.00 10 24" ADS (N-12) Storm Sewer w/Cement Stabilized 43 LF Sand Bedding & Non-Structural Backfill $85.00 $3,655.00 11 30" RCP (CL 3) Storm Sewer w/Structural Backfill 182 LF $130.00 $23,660.00 SUB-TOTAL= $121 ,630.00 WATER IMPROVEMENTS 1 Mobilization, Staking, All Required Testing by 1 LS $4,000.00 $4,000.00 Contractor & Trench Safety (Water Line) 2 8" PVC Water Line (C900, DR14) -Non Structural 863 LF $19.00 $16,397.00 Backfill 3 8" PVC Water Line (C900, DR14) -Structural 146 LF $31 .00 $4,526.00 Backfill 4 4" PVC Water Line (C900, DR14) -Non Structural 151 LF $16.00 $2,416.00 Backfill 5 Structural Bedding (Cement Stabilized Sand) 40 LF $23.00 $920.00 6 Tie into Existing Water Line 3 EA $750.00 $2,250.00 7 Standard Fire Hydrant Assembly 1 EA $3,500.00 $3,500.00 8 8" (MJ) Gate Valve & Box 2 EA $1 ,100.00 $2,200.00 9 6" (MJ) Gate Valve & Box 1 EA $800.00 $800.00 10 4" (MJ) Gate Valve & Box 1 EA $650.00 $650.00 11 8" x 8" (MJ) Tee 1 EA $900.00 $900.00 12 8" x 6" (MJ) Tee 1 EA $550.00 $550.00 13 8" x 4" (MJ) Tee 1 EA $425.00 $425.00 14 8" (MJ) 45 deg Bend 2 EA $650.00 $1 ,300.00 15 Dual Water Service (Long Side) 10 EA $1 ,900.00 $19,000.00 16 Dual Water Service (Short Side) 2 EA $950.00 $1 ,900.00 17 Single Water Service Long Side) 6 EA $1,400.00 $8,400.00 18 Single Water Service (Short Side) 4 EA $600.00 $2,400.00 CD1-260-0504-E01 .xlsx 2 of 3 • 1 2 3 4 5 6 7 8 9 10 ' Engineer's Cost Estimate SUB-TOTAL= $72,534.00 SANITARY SEWER IMPROVEMENTS Mobilization, Staking, Trench Safety & TV Inspection 1 LS $4,000.00 $4,000.00 (Sewer Line) 6" PVC Sanitary Sewer (SDR-26, D3034) -Non 325 LF $25.00 $8,125.00 Structural Backfill 6" PVC Sanitary Sewer (SDR-26, 03034) -37 LF $42.00 $1 ,554.00 Structural Backfill 4' Diameter Standard Manhole w/32" Opening (Ring 2 EA $3,200.00 $6,400.00 & Cover) Tie into Existing Sanitary Sewer Line 2 EA $1 ,000.00 $2,000.00 Structural Bedding (Cement Stabilized Sand) 20 LF $23.00 $460.00 Dual Sanitary Sewer Service (long Side) 6 EA $1 ,750.00 $10,500.00 Dual Sanitary Sewer Service (Short Side) 8 EA $650.00 $5,200.00 Single Sanitary Sewer Service (long Side) 2 EA $750.00 $1 ,500.00 Single Sanitary Sewer Service (Short Side) 4 EA $650.00 $2,600.00 '''''''"' SUB-TOTAL= $42,339.00 ---:\t.. OF Tc,t \\\ ., 111111 • • • • ESTIMATED CONSTRUCTION COST= ,, . . * ,, $481 ,010.00 :: *: .. ,, *: n 10% CONTINGENCY= $48,101.00 ,,_.......... .... . ····~ ... -,, ~~ ~~A······:5··~'. •: ,, GRAND TOTAL= $529, 111.00 Cc :: ~ · .UCE N s".S>. • ~~ r ~ <'s· ....... ·~c,'-: - i'l \,~ \\ StONAL t.: --- \ '"'""'''' "j/ . RME Consulting Engmeers TEXAS FIRM REGISTRATION No. F-4695 POST OFFICE BOX 9253 COLLEGE STATION, TEXAS 77842 OFFIF AX: (979) 764-0704 E-mail: civil@rmengineer.com Estimates and projections prepared by RME Consulting Engineers relating to construction costs and schedules, operation and maintenance costs, equipment characteristics and performance, and operating results are based on this office's experience, qualifications and judgment as a design professional. Since RME has no control over weather, cost and availability of labor, material and equipment, labor productivity, construction contractor's procedures and methods, unavoidable delays, construction contractor's methods of determining prices, economic conditions, competitive bidding or market conditions and other factors affecting such estimates or projections, this office does not guarantee that actual rates, costs, performance, schedules, etc., will not vary from estimates and projections prepared by the Engineer of record. CD1-260-0504-E01 .xlsx 3 of 3 NO. 1 2 3 4 5 6 7 8 9 10 11 12 1 2 3 4 5 6 7 Engineer's Cost Estimate CREEK MEADOWS -SECTION 2, PHASE TWO PAVING, DRAINAGE, & UTILITY IMPROVEMENTS COLLEGE STATION, BRAZOS COUNTY, TEXAS UNIT TOTAL DESCRIPTION QUANTITY UNIT COST COST PAVING IMPROVEMENTS Mobilization, Construction Staking, All Required 1 LS $3,500.00 $3,500.00 Testing by Contractor & Trench Safety SWPP Measures (Rock Rip-Rap, Seeding, Silt Fencing, 1 LS $8,000.00 $8,000.00 Construction Entrance, Inlet Protection) Clearing & Grubbing (ROW & All Easements) 1 LS $1 ,500.00 $1 ,500.00 In-Place Earthwork Excavation (Roadway, Alleys, 1,250 CY $4.00 $5,000.00 Drainage Channels, Sitework, etc ... ) In-Pace Earthwork Embankment (Roadway, Alleys, 300 CY $4.50 $1 ,350.00 Sitework, etc .. ) (Excavated On-Site) In-Place Earthwork Embankment Finishing (Topsoil, Landscape 1,000 CY $3.00 $3,000.00 Berms & Miscellaneous) (Excavated On-Site) 4" Thick Reinforced Concrete Sidewalk (Includes 10,101 SF $4.25 $42,929.25 H/C Ramps) 6"Raised Concrete Curb & Gutter 525 LF $11 .25 $5,906.25 24" Laydown Concrete Gutter 2,360 LF $11 .25 $26,550.00 6" Compacted Lime Stabilized Subgrade 5,834 SY $4.75 $27,711 .50 6" Compacted Limestone Base (Residential Street) 4,490 SY $11 .00 $49,390.00 2" Compacted Hot-mix Asphaltic Concrete 4,490 SY $13.00 $58,370.00 (Residential Street) SUB-TOTAL = $233,207.00 DRAINAGE IMPROVEMENTS Mobilization, Construction Staking, All Required Testing 1 LS $7,000.00 $7,000.00 (Including TV) by Contractor & Trench Safety Recessed Curb Inlet (5' Opening) 3 EA $4,200.00 $12,600.00 Recessed Curb Inlet (1 O' Opening) 3 EA $4,700.00 $14,100.00 Recessed Curb Inlet (15' Opening) 1 EA $5,200.00 $5,200.00 Storm Sewer Junction Box 1 EA $2,500.00 $2,500.00 Tie into Existing Storm Sewer Pipe or Curb Inlet 2 LS $750.00 $1 ,500.00 18" RCP (Cl 4) Storm Sewer w/Structural Backfill 74 LF $95.00 $7,030.00 CD1 -260-0504-E01.xlsx 1 of 3 .. Engineer's Cost Estimate 8 24" RCP (CL 4) Storm Sewer w/Structural Backfill 549 LF $125.00 $68,625.00 9 24" ADS (N-12) Storm Sewer w/Cement Stabilized 45 LF $85.00 $3,825.00 Sand Bedding & Non-Structural Backfill 10 30" RCP (CL 3) Storm Sewer w/Structural Backfill 31 LF $130.00 $4,030.00 SUB-TOTAL= $126,410.00 WATER IMPROVEMENTS 1 Mobilization, Staking, All Required Testing by 1 LS $4,000.00 $4,000.00 Contractor & Trench Safety (Water Line) 2 8" PVC Water Line (C900, DR14) -Non Structural 911 LF $19.00 $17,309.00 Backfill 3 8" PVC Water Line (C900, DR14) -Structural 127 LF $31 .00 $3,937.00 Backfill 4 4" PVC Water Line (C900, DR14) -Non Structural 151 LF $16.00 $2,416.00 Backfill 5 Structural Bedding (Cement Stabilized Sand) 40 LF $23.00 $920.00 6 Tie into Existing Water Line 3 EA $750.00 $2,250.00 7 Standard Fire Hydrant Assembly 1 EA $3,500.00 $3,500.00 8 8" (MJ) Gate Valve & Box 3 EA $1 , 100.00 $3,300.00 9 6" (MJ) Gate Valve & Box 1 EA $800.00 $800.00 10 4" (MJ) Gate Valve & Box 1 EA $650.00 $650.00 11 8" x 8" (MJ) Tee 1 EA $900.00 $900.00 12 8" x 6" (MJ) Tee 1 EA $550.00 $550.00 13 8" x 4" (MJ) Tee 1 EA $425.00 $425.00 14 8" (MJ) 45 deg Bend 2 EA $650.00 $1 ,300.00 15 8" (MJ) 11.25 deg Bend 1 EA $500.00 $500.00 16 Dual Water Service (Long Side) 10 EA $1 ,900.00 $19,000.00 17 Dual Water Service (Short Side) 2 EA $950.00 $1 ,900.00 18 Single Water Service Long Side) 6 EA $1,400.00 $8,400.00 19 Single Water Service (Short Side) 5 EA $600.00 $3,000.00 CD1-260-0504-E01.xlsx 2 of 3 ,. . Engineer's Cost Estimate SUB-TOTAL= $75,057.00 SANITARY SEWER IMPROVEMENTS 1 Mobilization, Staking, Trench Safety & TV Inspection 1 LS $4,000.00 $4,000.00 (Sewer Line) 2 6" PVC Sanitary Sewer (SDR-26, D3034) -Non 313 LF $25.00 $7,825.00 Structural Backfill 3 6" PVC Sanitary Sewer (SDR-26, D3034) -50 LF $42.00 $2,100.00 Structural Backfill 4 4' Diameter Standard Manhole w/32" Opening (Ring 2 EA $3,200.00 $6,400.00 & Cover) 5 Tie into Existing Sanitary Sewer Line 2 EA $1 ,000.00 $2,000.00 6 Structural Bedding (Cement Stabilized Sand) 20 LF $23.00 $460.00 7 Dual Sanitary Sewer Service (Long Side) 6 EA $1 ,750.00 $10,500.00 8 Dual Sanitary Sewer Service (Short Side) 9 EA $650.00 $5,850.00 9 Single Sanitary Sewer Service (Long Side) 2 EA $750.00 $1,500.00 10 Single Sanitary Sewer Service (Short Side) 4 EA $650.00 $2,600.00 _,,,,,,,,,~ SUB-TOTAL= $43,235.00 ---~t_ OF TE: \ -e:,'\I'-•••••• --\',.q S' •• ,: .. ···*··.. ,, ESTIMATED CONSTRUCTION COST= $477,909.00 ~*: .. *~ ; *: *'I. --10% CONTINGENCY = $47,790.90 ..-~········~ ) ~ •••• R •••• ~;~; ••••• ~ ~"-·. /""~ '~5) /o . C£Nss?.· <,:;,,,.. GRAND TOTAL= $525,699.90 ~o;.;;c · ~"~::.-f 1 "! 14 ,,,,,,,,-~ , RME Consulting Engineers TEXAS FIRM REGISTRATION No. F-4695 POST OFFICE BOX 9253 COLLEGE ST A TION, TEXAS 77842 OFF/FAX: (979) 764-0704 E-mail: civil@rmengineer.com Estimates and projections prepared by RME Consulting Engineers relating to construction costs and schedules, operation and maintenance costs, equipment characteristics and performance, and operating results are based on this office's experience, qualifications and judgment as a design professional. Since RME has no control over weather, cost and availability oflabor, material and equipment, labor productivity, construction contractor's procedures and methods, unavoidable delays, construction contractor's methods of determining prices, economic conditions, competitive bidding or market conditions and other factors affecting such estimates or projections, this office does not guarantee that actual rates, costs, performance, schedules, etc., will not vary from estimates and projections prepared by the Engineer of record. CD1-260-0504-E01.xlsx 3 of 3 NO. 1 2 3 4 5 6 7 8 9 10 11 12 1 2 3 4 5 6 7 Engineer's Cost Estimate CREEK MEADOWS -SECTION 2, PHASE TWO PAVING, DRAINAGE, & UTILITY IMPROVEMENTS COLLEGE STATION, BRAZOS COUNTY, TEXAS UNIT TOTAL DESCRIPTION QUANTITY UNIT COST COST PAVING IMPROVEMENTS Mobilization, Construction Staking, All Required 1 LS $3,500.00 $3,500.00 Testing by Contractor & Trench Safety SWPP Measures (Rock Rip-Rap, Seeding, Silt Fencing, 1 LS $8,000.00 $8,000.00 Construction Entrance, Inlet Protection) Clearing & Grubbing (ROW & All Easements) 1 LS $1,500.00 $1 ,500.00 In-Place Earthwork Excavation (Roadway, Alleys, 1,250 CY $4.00 $5,000.00 Drainage Channels, Sitework, etc ... ) In-Pace Earthwork Embankment (Roadway, Alleys, 300 CY $4.50 $1 ,350.00 Sitework, etc .. ) (Excavated On-Site) In-Place Earthwork Embankment Finishing (Topsoil, Landscape 1,000 CY $3.00 $3,000.00 Berms & Miscellaneous) (Excavated On-Site) 4" Thick Reinforced Concrete Sidewalk (Includes 10, 101 SF $4.25 $42,929.25 H/C Ramps) 6"Raised Concrete Curb & Gutter 525 LF $11 .25 $5,906.25 24" Laydown Concrete Gutter 2,360 LF $11 .25 $26,550.00 6" Compacted Lime Stabilized Subgrade 5,834 SY $4.75 $27,711 .50 6" Compacted Limestone Base (Residential Street) 4,490 SY $11.00 $49,390.00 2" Compacted Hot-mix Asphaltic Concrete 4,490 SY $13.00 $58,370.00 (Residential Street) SUB-TOTAL= $233,207.00 DRAINAGE IMPROVEMENTS Mobilization, Construction Staking, All Required Testing 1 LS $7,000.00 $7,000.00 (Including TV) by Contractor & Trench Safety Recessed Curb Inlet (5' Opening) 3 EA $4,200.00 $12,600.00 Recessed Curb Inlet (10' Opening) 3 EA $4,700.00 $14,100.00 Recessed Curb Inlet (15' Opening) 1 EA $5,200.00 $5,200.00 Storm Sewer Junction Box 1 EA $2,500.00 $2,500.00 Tie into Existing Storm Sewer Pipe or Curb Inlet 2 LS $750.00 $1,500.00 18" RCP (CL 4) Storm Sewerw/Structural Backfill 74 LF $95.00 $7,030.00 CD1-260-0504-E01.xlsx 1 of 3 _,. . Engineer's Cost Estimate 8 24" RCP (CL 4) Storm Sewer w/Structural Backfill 549 LF $125.00 $68,625.00 9 24" ADS (N-12) Storm Sewer w/Cement Stabilized 45 LF $85.00 $3,825.00 Sand Bedding & Non-Structural Backfill 10 30" RCP (CL 3) Storm Sewer w/Structural Backfill 31 LF $130.00 $4,030.00 SUB-TOTAL= $126,410.00 WATER IMPROVEMENTS 1 Mobilization, Staking, All Required Testing by 1 LS $4,000.00 $4,000.00 Contractor & Trench Safety (Water Line) 2 8" PVC Water Line (C900, DR14) -Non Structural 911 LF $19.00 $17,309.00 Backfill 3 8" PVC Water Line (C900, DR14) -Structural 127 LF $31 .00 $3,937.00 Backfill 4 4" PVC Water Line (C900, DR14) -Non Structural 151 LF $16.00 $2,416.00 Backfill 5 Structural Bedding (Cement Stabilized Sand) 40 LF $23.00 $920.00 6 Tie into Existing Water Line 3 EA $750.00 $2,250.00 7 Standard Fire Hydrant Assembly 1 EA $3,500.00 $3,500.00 8 8" (MJ) Gate Valve & Box 3 EA $1 ,100.00 $3,300.00 9 6" (MJ) Gate Valve & Box 1 EA $800.00 $800.00 10 4" (MJ) Gate Valve & Box 1 EA $650.00 $650.00 11 8" x 8" (MJ) Tee 1 EA $900.00 $900.00 12 8" x 6" (MJ) Tee 1 EA $550.00 $550.00 13 8" x 4" (MJ) Tee 1 EA $425.00 $425.00 14 8" (MJ) 45 deg Bend 2 EA $650.00 $1,300.00 15 8" (MJ) 11.25 deg Bend 1 EA $500.00 $500.00 16 Dual Water Service (Long Side) 10 EA $1 ,900.00 $19,000.00 17 Dual Water Service (Short Side) 2 EA $950.00 $1,900.00 18 Single Water Service Long Side) 6 EA $1,400.00 $8,400.00 19 Single Water Service (Short Side) 5 EA $600.00 $3,000.00 CD1-260-0504-E01.xlsx 2 of 3 -· 1 2 3 4 5 6 7 8 9 10 Engineer's Cost Estimate SUB-TOTAL= SANITARY SEWER IMPROVEMENTS Mobilization, Staking, Trench Safety & TV Inspection 1 LS $4,000.00 (Sewer Line) 6" PVC Sanitary Sewer (SDR-26, D3034) -Non 313 LF $25.00 Structural Backfill 6" PVC Sanitary Sewer (SDR-26, D3034) -50 LF $42.00 Structural Backfill 4' Diameter Standard Manhole w/32" Opening (Ring 2 EA $3,200.00 & Cover) Tie into Existing Sanitary Sewer Line 2 EA $1,000.00 Structural Bedding (Cement Stabilized Sand) 20 LF $23.00 Dual Sanitary Sewer Service (Long Side) 6 EA $1,750.00 Dual Sanitary Sewer Service (Short Side) 9 EA $650.00 Single Sanitary Sewer Service (Long Side) 2 EA $750.00 Single Sanitary Sewer Service (Short Side) 4 EA $650.00 ,,,,,,. -SUB-TOTAL- ESTIMATED CONSTRUCTION COST= 10% CONTINGENCY= $75,057.00 $4,000.00 $7,825.00 $2,100.00 $6,400.00 $2,000.00 $460.00 $10,500.00 $5,850.00 $1,500.00 $2,600.00 $43,235.00 $477,909.00 $47,790.90 GRAND TOTAL= $525,699.90 ' RME Consulting Engineers TEXAS FIRM REGISTRATION No. F-4695 POST OFFICE BOX 9253 COLLEGE STATION, TEXAS 77842 OFF/FAX: (979) 764-0704 E-mail: civil@rmengineer.com Estimates and projections prepared by RME Consulting Engineers relating to construction costs and schedules, operation and maintenance costs, equipment characteristics and performance, and operating results are based on this office's experience, qualifications and judgment as a design professional. Since RME has no control over weather, cost and availability of labor, material and equipment, labor productivity, construction contractor's procedures and methods, unavoidable delays, construction contractor's methods of determining prices, economic conditions, competitive bidding or market conditions and other factors affecting such estimates or projections, this office does not guarantee that actual rates, costs, performance, schedules, etc., will not vary from estimates and projections prepared by the Engineer ofrecord. CD1-260-0504-E01.xlsx 3 of 3 NO. 1 2 3 4 5 6 7 8 9 10 11 12 1 2 3 4 5 6 7 Engineer's Cost Estimate CREEK MEADOWS -SECTION 2, PHASE TWO PAVING, DRAINAGE, & UTILITY IMPROVEMENTS COLLEGE STATION, BRAZOS COUNTY, TEXAS DESCRIPTION QUANTITY UNIT PAVING IMPROVEMENTS Mobilization, Construction Staking, All Required 1 LS Testing by Contractor & Trench Safety SWPP Measures (Rock Rip-Rap, Seeding, Silt Fencing, 1 LS Construction Entrance, Inlet Protection) Clearing & Grubbing (ROW & All Easements) 1 LS In-Place Earthwork Excavation (Roadway, Alleys, 3,400 CY Drainage Channels, Sitework, etc ... ) In-Pace Earthwork Embankment (Roadway, Alleys, 700 CY Sitework, etc .. ) (Excavated On-Site) In-Place Earthwork Embankment Finishing (Topsoil, Landscape 1,300 CY Berms & Miscellaneous) (Excavated On-Site) 4" Thick Reinforced Concrete Sidewalk (Includes 10,101 SF H/C Ramps) 6"Raised Concrete Curb & Gutter 525 LF 24" Laydown Concrete Gutter 2,360 LF 6" Compacted Lime Stabilized Subgrade 5,834 SY 6" Compacted Limestone Base (Residential Street) 4,490 SY 2" Compacted Hot-mix Asphaltic Concrete 4,490 SY (Residential Street) UNIT COST $3,500.00 $8,000.00 $1 ,500.00 $4.00 $4.50 $3.00 $4.25 $11 .25 $11 .25 $4.75 $11.00 $13.00 TOTAL COST $3,500.00 $8,000.00 $1 ,500.00 $13,600.00 $3,150.00 $3,900.00 $42,929.25 $5,906.25 $26,550.00 $27,711 .50 $49,390.00 $58,370.00 SUB-TOTAL= $244,507.00 DRAINAGE IMPROVEMENTS Mobilization , Construction Staking, All Required Testing 1 LS $7,000.00 $7,000.00 (Including TV) by Contractor & Trench Safety Recessed Curb Inlet (5' Opening) 3 EA $4,200.00 $12,600.00 Recessed Curb Inlet (10' Opening) 3 EA $4,700.00 $14,100.00 Recessed Curb Inlet (15' Opening) 1 EA $5,200.00 $5,200.00 Storm Sewer Junction Box 1 EA $2,500.00 $2,500.00 Tie into Existing Storm Sewer Junction Box 2 LS $750.00 $1 ,500.00 18" RCP (CL 4) Storm Sewer w/Structural Backfill 74 LF $95.00 $7,030.00 CD1-260-0504-E01 .xlsx 1 of 3 .. Engineer's Cost Estimate 8 24" RCP (CL 4) Storm Sewer w/Non-Structural 62 LF $105.00 $6,510.00 Backfill 9 24" RCP (CL 4) Storm Sewer w/Structural Backfill 303 LF $125.00 $37,875.00 10 24" ADS (N-12) Storm Sewer w/Cement Stabilized 43 LF $85.00 $3,655.00 Sand Bedding & Non-Structural Backfill 11 30" RCP (CL 3) Storm Sewer w/Structural Backfill 182 LF $130.00 $23,660.00 SUB-TOTAL= $121 ,630.00 WATER IMPROVEMENTS 1 Mobilization, Staking, All Required Testing by 1 LS $4,000.00 $4,000.00 Contractor & Trench Safety (Water Line) 2 8" PVC Water Line (C900, DR14) -Non Structural 863 LF $19.00 $16,397.00 Backfill 3 8" PVC Water Line (C900, DR14) -Structural 146 LF $31 .00 $4,526.00 Backfill 4 4" PVC Water Line (C900, DR14) -Non Structural 151 LF $16.00 $2,416.00 Backfill 5 Structural Bedding (Cement Stabilized Sand) 40 LF $23.00 $920.00 6 Tie into Existing Water Line 3 EA $750.00 $2,250.00 7 Standard Fire Hydrant Assembly 1 EA $3,500.00 $3,500.00 8 8" (MJ) Gate Valve & Box 2 EA $1 ,100.00 $2,200.00 9 6" (MJ) Gate Valve & Box 1 EA $800.00 $800.00 10 4" (MJ) Gate Valve & Box 1 EA $650.00 $650.00 11 8" x 8" (MJ) Tee 1 EA $900.00 $900.00 12 8" x 6" (MJ) Tee 1 EA $550.00 $550.00 13 8" x 4" (MJ) Tee 1 EA $425.00 $425.00 14 8" (MJ) 45 deg Bend 2 EA $650.00 $1 ,300.00 15 Dual Water Service (Long Side) 10 EA $1 ,900.00 $19,000.00 16 Dual Water Service (Short Side) 2 EA $950.00 $1 ,900.00 17 Single Water Service Long Side} 6 EA $1 ,400.00 $8,400.00 18 Single Water Service (Short Side} 4 EA $600.00 $2,400.00 CD1 -260-0504-E01 .xlsx 2of3 • Engineer's Cost Estimate SUB-TOTAL= $72,534.00 SANITARY SEWER IMPROVEMENTS 1 Mobilization, Staking, Trench Safety & TV Inspection 1 LS $4,000.00 $4,000.00 (Sewer Line) 2 6" PVC Sanitary Sewer (SDR-26, D3034) -Non 325 LF $25.00 $8,125.00 Structural Backfill 3 6" PVC Sanitary Sewer (SDR-26, D3034) -37 LF $42.00 $1 ,554.00 Structural Backfill 4 4' Diameter Standard Manhole w/32" Opening (Ring 2 EA $3,200.00 $6,400.00 & Cover) 5 Tie into Existing Sanitary Sewer Line 2 EA $1 ,000.00 $2,000.00 6 Structural Bedding (Cement Stabilized Sand) 20 LF $23.00 $460.00 7 Dual Sanitary Sewer Service (Long Side) 6 EA $1 ,750.00 $10,500.00 8 Dual Sanitary Sewer Service (Short Side) 8 EA $650.00 $5,200.00 9 Single Sanitary Sewer Service (Long Side) 2 EA $750.00 $1 ,500.00 10 Single Sanitary Sewer Service (Short Side) 4 EA $650.00 $2,600.00 -'''''''\\ ---:\'t. OF Tf:A: \\ SUB-TOTAL= $42,339.00 ESTIMATED CONSTRUCTION COST = ,,, . . . . I $481,010.00 ~*: ·.i..-1~ -~ .. ~.-:..... .... ... ~~ 1 10% CONTINGENCY= $48,101.00 :~··, ~·~·:~···~ GRAND TOTAL= $529, 111.00 ~'£': ()", ;.<-"·~IC[NSS •• ·~~"" ,~ss~aN·;~·~~~: °I r1 ''\""''''-l , RME Consulting Engineers TEXAS FIRM REGISTRATION No. F-4695 POST OFFICE BOX 9253 COLLEGE STATION, TEXAS 77842 OFF/FAX: (979) 764-0704 E-mail: civil@rmengineer.com Estimates and projections prepared by RME Consulting Engineers relating to construction costs and schedules, operation and maintenance costs, equipment characteristics and performance, and operating results are based on this office's experience, qualifications and judgment as a design professional. Since RME has no control over weather, cost and availability oflabor, material and equipment, labor productivity, construction contractor's procedures and methods, unavoidable delays, construction contractor's methods of determining prices, economic conditions, competitive bidding or market conditions and other factors affecting such estimates or projections, this office does not guarantee that actual rates, costs, performance, schedules, etc., will not vary from estimates and projections prepared by the Engineer ofrecord. CD1-260-0504-E01 .xlsx 3 of 3 • Drainage Study FOR CREEK MEADOWS SUBDIVISION Section 2, Phase Two College Station Brazos County, Texas February 19, 2014 Prepared For: Creek Meadow Partners, L.P. 3988 Greens Prairie Road College Station, TX 77845 Prepared By: RME Consulting Engineers Texas Firm Registration No. F-4695 P.O. Box 9253 College Station, TX 77845 RME No. 260-0504 Drainage Study CREEK MEADOWS SUBIDIVISION Section 2, Phase Two College Station Brazos County, Texas TABLE OF CONTENTS: PAGE 1.0 General Information .....•.•..•....................................................................•.........•............................................ 1 I . I Scope of Report . . . . .. . . . . .. . . ... . . .. . . . . .. . . . .. . .. . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . .. . . . ... . . . . . . .. . . . . . . . . . . .. . . . . . . . . .. . .. . . . . . .. . . . . . . . . . . . . . . . . . . . I 1.2 Site and General Location ....................................................................................................................... 1 1.3 Description of Existing Conditions and Drainage Patterns ..................................................................... 1 1.4 FEMA Information .................................................................................................................................. 2 2.0 Watersheds & Drainage Areas .....................•....................................................................................•.•......... 3 2.1 Detention Facility Watershed .................................................................................................................. 3 2.2 Sub-Drainage Basins for Storm Sewer Collection System ...................................................................... 3 3.0 Hydrologic Modeling ........•.............................................•...........................•.................................................. 4 3.1 Rational Formula and Methodology ........................................................................................................ 4 3 .2 Storm water Runoff Quantities ................................................................................................................. 5 4.0 Storm Drainage System ...........................................................................•...................•••....•.......................... 5 4.1 Street Drainage ........................................................................................................................................ 5 4.2 Storm Drain lnlets ................................................................................................................................... 8 4.3 Storm Drain Conduits .............................................................................................................................. 9 5.0 Certification ...........................................•.......•............•....................•.•.•......•.....•........•.................................. 12 260-0504 Sect 2-Phase 2 Drainage Report.docx Page-i LIST OF TABLES: PAGE Section 4.0 -Storm Drainage System Table #1: Street Drainage Summary ...................................................................................................................... 7 Table #2: Curb Inlet Summary ............................................................................................................................... 9 Table #3: Storm Drainage Summary .................................................................................................................... I I 260-0504 Sect 2-Phase 2 Drainage Report.docx Page -ii ATTACHMENTS: Section 1.0 -General Information Preliminary Plat Final Plat Vicinity Map Section 2.0 -Watersheds & Drainage Areas Storm System "A" & "B" -Drainage Area Map Section 4.0 -Storm Drainage System Winstorm -Hydraulic Computations ST-01 thru ST-02: Street & Drainage Plan/Profile 260-0504 Sect 2-Phase 2 Drainage Report.docx Page -iii Drainage Study CREEK MEADOWS SUBIDIVISION Section 2, Phase Two 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 Creek Meadows Subdivision -Section 2, Phase Two. This development will consist of 36 urban residential lots. This drainage study's scope also comments on the existing detention facilities, currently constructed and designed/reported, for this phase of development and is wholly contained in Section lB of the original development of the Creek Meadows Subdivision. In addition, this drainage report outlines the internal storm drainage system improvements design and analysis for the subject development. 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 master planned development, Creek Meadows subdivision, consists of 293.222 acres of land consisting of three tracts (20.179 acre tract, 176.043 acre tract, and a 96.00 acre tract). Section 2, Phase Two will consist of 7.809 acres, located within the northwestern comer of the 176.043 acre tract, and will consist of the platting of thirty-six (36) residential lots with the construction of their associated improvements of paving, drainage, and utilities. The existing, proposed, and future surrounding developments and phases are depicted on the Preliminary Plat which is provided in the "Attachment - Section 1.0'' portion of this report. Also, the Final Plat of Creek Meadows -Section 2, Phase Two is provided in the same location of this report. The parent 176.043 acre tract is bordered by Greens Prairie Trail to the East, Royder Road to the South and Southwest, and Greens Prairie Road West to the West. Developments adjacent to the parent tract, all of which are rural residential, consist of Royder Ridge to the South, Woodlake to the East, and Wellborn Oaks to the Northeast. Access to the subdivision will be accomplished by Royder Road, Greens Prairie Trail and Greens Prairie Trail West. The subject development, Creek Meadows Subdivision - Section 2, Phase Two, is generally south of the platted Greens Prairie Trail West. 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 260-0504 Sect 2-Phase 2 Drainage Report.docx Page - 1 Creek Meadows -Section 2, Phase Two Drainage Study RME Consulting Engineers February 19, 2014 County, TX. These Construction Drawings are included as part of this Drainage Report by reference. 1.3 Description of Existing Conditions and Drainage Patterns: The 176.043-acre tract, which contains the proposed development of Creek Meadows Subdivision -Section 2, Phase Two, 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 drainage storm sewer system, which is part of the Creek Meadows Subdivision, or Peach Creek South Tributary 20. Existing land-cover general consists of open grassy areas with some thick brush, weeds, and trees. Elevations range on the site from approximately 317' Mean Sea Level (MSL) to approximately 323 ' 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 176.043 parent tract, flowed through a series of existing stock ponds and then into a well-defined creek that develops along the southern property line of the subject parent tract. Peach Creek South Tributary 20 is well defined and pristine in nature downstream of these existing stock ponds. At current or post-development conditions, runoff is conveyed by means of overland flow or by systems of underground storm drainage that discharges runoff into Pond 1. Pond 1 is a retention/detention pond with a normal pool elevation of 308.00' and a maximum berm or ponding elevation of 312.50'. Runoff is routed through Pond 1, via a trapezoidal shaped weir, and into Pond 2. Pond 2 is "dry" pond with a bottom elevation of 303.00' and a maximum berm or ponding elevation of 309 .34'. Runoff routed through Pond 2 is discharged through a double barrel box culvert and into Pond 3. Pond 3 is a retention/detention pond with a normal pool elevation of 302.00' and a maximum berm or ponding elevation of 306.64'. Runoff routed through Pond 3 is discharged through a double barrel box culvert and into Pond 4. Pond 4 is "dry" pond with a bottom elevation of295.50' and a maximum berm or ponding elevation of 301.00'. Runoff routed through Pond 4 is discharged through a trapezoidal weir and into Peach Creek South Tributary 20. A more descriptive analysis and explanation of these tiered detention facility networks is provided in Section 6 of the original Drainage Study (prepared by RME on March 8, 2007). Section 2, Phase Two are upstream of these four (4) detention pond systems and is in the "detained" portion of the watershed for Pond 1. Detention for new impervious cover, within this development, was accounted for in this original study and design. Therefore, no additional detention will be required for these phases. 1.4 FEMA Information: The entire master planned Creek Meadow Subdivision does not lie within mapped 100- year floodplain as graphically depicted by the Federal Emergency Management Agency 260-0504 Sect 2-Phase 2 Drainage Report.docx Page -2 Creek Meadows -Section 2, Phase Two Drainage Study RME Consulting Engineers February 19, 2014 (FEMA) -Flood Insurance Rate Map (FIRM) Community/Panel number 480083 0325E, with an effective date of May 16, 2012. However, with the original Drainage Study for Creek Meadows -Section IA & lB (dated March 8, 2007), RME performed a hydraulic analysis of the unnamed tributary between Royder Road and upstream to the called Pond 4 of Creek Meadows. The resulting proposed 100-year floodplain is illustrated in plan view on the Preliminary Plat and as stated before is contained in the "Attachment -Section 1.0" portion of the report. However, Section 2, Phase Two does not contain any resulting 100-year floodplain. 2.0 WATERSHEDS & DRAINAGE AREAS 2.1 Detention Facility Watershed: As previously discussed, the Creek Meadow Subdivision and subject development (Section 2, Phase Two) is located in a watershed of Peach Creek South Tributary 20. This Drainage Report will not include the hydrologic/hydraulic modeling of detention facilities and floodplain evaluation. Detailed analysis and reports of these detention facilities can be examined in the original Drainage Study (prepared by RME on March 8, 2007) for Section lB. However, considerations for detention storage and development requirements were provided for with this development in the subdivision's detention facilities. 2.2 Sub-drainage Basins for Storm Sewer Collection System: For analysis of the internal storm drainage system, the original drainage area (called Pl in the March 8, 2007 report) was further broken into smaller sub-drainage areas so that individual curb inlets, grate inlets, and conveyance elements could properly be designed and anal yzed. The Storm System "A" & "B" -Drainage Area Map, illustrates these sub- drainage areas and is an expansion of the drainage studies for downstream collection systems, and is located in the "Attachment -Section 2.0" portion ofthis Drainage Study. The sub-drainage areas, per system, are briefly described below. Please note that when sub-drainage areas abutted or received runoff from future phases the hydrologic model reflected the worse-case scenario for that receiving node. Dependent upon location dictated whether existing drainage conditions were modeled or future development conditions were modeled. This is due to the fact that at future development conditions some receiving system's node areas will be significantly decreased. • System A -Section IA (all phases), portions of Section 4, Phase 2C and the northern half of Section 2, Phases Two; • System B -A portion of Creek Meadow Blvd. N. and the middle portion of Section 2, Phases Two; 260-0504 Sect 2-Phase 2 Drainage Report.docx Page -3 Creek Meadows -Section 2, Phase Two Drainage Study 3.0 HYDROLOGIC MODELING 3.1 Rational Formula and Methodology: RME Consulting Engineers February 19, 2014 The Rational Method (Q=CIA) is one of the more frequently used methods to determine the peak runoff from a watershed and is typically reliable for small watersheds (< 50 acres). The Rational Method generates hydro logic data based on drainage area geometrics, surface conditions, and rainfall intensities. The Rational Method , will be employed to determine these sizes of watershed's runoff values, for the sub-drainage areas for the internal storm drain systems, and it is explained further as: Q=CIA where, Q = peak runoff rate (cubic feet per second); C = runoff coefficient -This represents the average runoff characteristics of the land cover within the drainage area and is a dimensionless coefficient. Runoff coefficients are interpolated from either Table C-2 or C-3 of the USDG; I = average rainfall intensity (in/hr); A = area of land that contributes stormwater runoff to the area of study (acres); RUNOFF COEFFICIENT CC): The runoff coefficient (C) for various sub-drainage basins was estimated from the USDG, Table C-2 and C-3 by comparison of runoff surface types to percentage of land coverage and total drainage area. Calculations for these weighted runoff coefficients are included in the "Attachment -Section 4" section of this Drainage Study. TIME OF CONCENTRATION "Tc": The Time-of-Concentration (Tc) for each sub-drainage basin 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 remote point in a watershed to the point of analysis. The Tc is the summation of the flow time for 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 explained as follows. Calculations for these Tc's are included in the relative Section contained with the "Attachment -Section 4" section of this Drainage Study. The minimum Tc used for any drainage area will 10.0 minutes. Overland Sheet Flow, T = [0.007 (nL)o.s]-:-[P/12 s0·4] where, T =travel time (hours); n =Manning's roughness coefficient -This represents the flow-ability of runoff across and surface and is a dimensionless coefficient. These coefficients are obtained from Table C-5 of the USDG; 260-0504 Sect 2-Phase 2 Drainage Report.docx Page -4 Creek Meadows -Section 2, Phase Two Drainage Study RME Consulting Engineers February 19, 2014 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, T = D + (60V) T =Travel time (minutes); D = Flow distance (feet); where, V = Average velocity of runoff (ft/sec) -These values are determined from interpolation velocities recorded in Table C-4 of the USDG; RAINFALL INTENSITY CI): Rainfall intensities (I) are the average rate of rainfall in inches per hour for a given rainfall event. The duration of "I" is assumed to occur at the computed Time-of- Concentration for each respective drainage basin. Rainfall intensities can be determined by use of intensity-duration-frequency (IDF) curves or from intensity equations which are provided in the TxDOT Hydraulic Manual. 3.2 Stormwater Runoff Quantities: Stormwater runoff quantities were calculated, using the Rational Method, with the assistance of the Hydrologic/Hydraulic stormwater modeling program WINSTORM, produced by TxDOT. These runoff conditions are at post-development conditions and their supporting data are contained the "Attachment-Section 4" of this Drainage Report. 4.0 STORM DRAINAGE SYSTEM The "system criteria" listed below in the follow sub-sections are only the main highlights of the CoCS -USDG. The proposed development and drainage improvements are designed and analyzed in full accordance with the criteria outlined in this manual. 4.1 Street Drainage SYSTEM CRITERIA: 1. The maximum velocity of street flow shall not exceed 10 fps. At "T" street intersection the flow velocity will be checked on the stem of the "T". The minimum velocity shall be maintained by keeping a gutter slope of 0.60% or greater; 2. The depth of flow shall be limited to the top of the curb for the design flow (10-year rainfall event) and shall be contained within the right-of-way during the 100-year rainfall event: a. Local Streets -The design storm in local streets shall be limited to the top of crown or the top of curb, whichever is less; b. Collector Streets -Design storm flow in collector streets shall be limited so that one 12-foot wide are at the center of the street will remain clear of water; 3. Curb inlets shall be placed in a manner to ensure that the design storm flows are intercepted along street legs in advance of the curb returns. For intersection types of Collector to Local the curb inlets shall be placed along the local legs. For 260-0504 Sect 2-Phase 2 Drainage Report.docx Page-5 Creek Meadows -Section 2, Phase Two Drainage Study RME Consulting Engineers February 19, 2014 intersection types of Local to Local it is preferred that the curb inlets be located along two legs. METHODOLGY & CONCLUSIONS: The hydraulic analysis, for street drainage with straight crowns, and corresponding results were determined by using the following equation for triangular channels. Corresponding flows for the studied locations were extracted from the WINSTORM hydraulic program, for stormwater modeling. This TxDOT program's typical use is for modeling gravity stormwater systems. The Winstorm data is summarized, for each system, under the Winstorm -Hydraulic Computations (reference "Attachment -Section 4.0" portion of the report). Flow Depth, Y = {Qn I [(0.56z*S0•5)]}318 where, Y =depth of flow (ft); Q = gutter discharge (cubic feet per second); z =reciprocal of the crown slope (ft/ft); S =street or gutter slope (ft/ft); n =Manning's roughness coefficient (typically 0.018); Flow Velocity, V = [(l.49+n) * (R213 * S112)] where, V =velocity of flow (fps); R =hydraulic radius (cross-sectional area/wetted perimeter); S =street or gutter slope (ft/ft); n =Manning's roughness coefficient (typically 0.018); Street drainage depths, for the both the design storm and 100-year rainfall event, are summarized below in Table #1 -"Street Drainage Summary". TABLE#l STREET DRAINAGE SUMMARY 10-YK 100-YR 10-YR 100-YR Gutter Flow Flow 10-YR 100-YR RunoffQ RunoffQ Slope Depth Depth Velocity Velocity Location (cfs) (cfs) (ft/ft) (ft) (ft) (fus) (fos) Baker Meadow LP -C.I. "A34" 4.287 5.779 0.0124 0.25 0.28 2.65 2.86 Baker Meadow Lp. -C.I. "A32" 10.327 13.941 0.0124 0.35 0.39 3.30 3.56 Flint Creek Dr. -C.I. "A30" 6.320 8.520 0.0100 0.30 0.34 2.69 2.90 Flint Creek Dr. -C.I. "A31" 1.619 2.182 0.0100 0.18 0.20 1.92 2.06 Baker Meadow Lp. -C.I. "85" 6.005 10.516 0.0084 0.30 0.38 2.49 2.87 White Oak Meadow Ct. - C.I. "B4" 2.396 3.230 0.0080 0.22 0.24 1.94 2.09 White Oak Meadow Ct. -C.I. "B3" 7.801 8.095 0.0080 0.34 0.34 2.61 2.64 Street Drainage Notes: l. Design calculations are with a n=0.018 and z=33.3 (cross-slope of3.00%); 2. Runoff rates illustrated are from the Winstorm program. These Q's are the total runoff values being conveyed in the gutter immediately upstream of the identified inlet. For curb inlets at grade, the total runoff is input in lieu of that inlet's intercept capacity; 260-0504 Sect 2-Phase 2 Drainage Report.docx Page -6 Creek Meadows -Section 2, Phase Two Drainage Study RME Consulting Engineers February 19, 2014 3. Maximum allowable flow depth for Baker Meadow Loop and White Oak Meadow Ct. are D=0.45'. The maximum allowable flow depth for Flint Creek Dr. is D=0.50' These depths prevent storm water from topping their respective laydown and standard 6" curbs; 4.2 Storm Drain Inlets SYSTEM CRITERIA: 1. All curb inlets within this project are specified as recessed curb inlets with gutter depressions. Curb inlets that are located on streets with less than a 1 % longitudinal slope shall be analyzed as curb inlets at sumps; 2. At any developments scenario and analyzed rainfall event, up to the 100-year frequency, the ponding depth at the inlet shall not exceed 24"; METHODOLGY & CONCLUSIONS: The hydraulic analysis, for curb inlet sizing, and corresponding results were determined by using the following equation from the USDG, Table C-8 of Appendix C. Corresponding flows for the studied locations were extracted from the WINSTORM hydraulic program, for stormwater modeling. This TxDOT program's typical use is for modeling gravity stormwater systems. The Winstorm data is summarized, for each system, under the Winstorm -Hydraulic Computations (reference "Attachment -Section 4.0" portion of the report). Required Curb Length (on grade), L =Kc Qo.42S63(1 + (nSe))0•6 where, L =calculated curb length requirement (ft); Se= Substitution for Sx which is the cross slope of the road (ft/ft); Kc = 0.6 (coefficient); S = street or gutter slope (ft/ft); a = gutter depression depth (ft); W =width of gutter depression (ft); Eo =ratio of frontal flow to total gutter flow (estimated at 0.50); Required Curb Length (at sag), L =QI (3.0*y1.s) where, L =calculated curb length requirement (ft); Q = gutter discharge (cubic feet per second); y =total depth of water or head on the inlet (ft); Curb inlet sizing, for the both the design storm and 100-year rainfall event, are summarized below in Table #2 -"Curb Inlet Summary". 260-0504 Sect 2-Phase 2 Drainage Report.docx Page -7 Creek Meadows -Section 2, Phase Two Drainage Study Location -Curb Inlet l.D. Baker Meadow Lp -Cl "A34" Baker Meadow Lp -CI "A32" Flint Creek Dr. -CI "A30" Flint Creek Dr. -Cl "A3 l" Baker Meadow Lp -CI "BS" Baker Meadow Lp -Cl "B4" Baker Me d w L -CI "B3" Curb Inlet Notes: TABLE#2 CURB INLET SUMMARY 10-YR 10 0-YR Curb Inlet RunoffQ Run offQ T cfs cfs) Sag 4.287 5 .779 Sag 10.270 13 .941 Sag 6.320 8 .520 Sag 1.619 2 .182 Sag 6.005 10 .516 Sag 2.396 3 .230 Sa 801 .095 Gutter Slope (ft/ft) 0.0124 0.0124 0.0100 0.0100 0.0084 0.0080 O.OORO RME Consulting Engineers February 19, 2014 10-YR 100-YR Required Required Provide Length Length Length (ft) (ft) (ft) 4.04 5.45 5 9.68 13.14 10 5.96 8.03 10 1.53 2.06 5 5.66 9.91 10 2.26 3.05 5 0.76 7.61 15 I. Design calculations are with a standard gutter depression depth (a) of0.33' and standard depression width (W) of2'; 2. Design calculations are with a n=0.018 and a standard cross-sectional slope of3.0% (0.03 ft/ft); 3. Curb inlets analyzed at sags wiJI utilize the depth (y) of6" unless otherwise noted; 4. Curb inlets at grade were allowed to be undersized so Jong as the downstream gutter section and ultimate receiving sag inlet could accommodate conveyed flows; 5. Inlets at sags where reduced by 10% (opening) to account for clogging; 4.3 Storm Drain Conduits SYSTEM CRITERIA: 1. Storm drainage systems are designed to convey the design storm and analyzed during the 100-year rainfall event. An gravity over-flow route, contained within the right-of- way or public drainage easement, has been provided so that conduits that are unable to convey the 100-year storm can "spill" over into these over-flow systems so that situations that are hazardous to life, property, or public infrastructure is prevented; 2. For the design storm the minimum flow velocity in a conveyance element shall not be less than 2.5 fps and not greater than 15.0 fps; 3. Roughness coefficients for storm sewer pipes were assigned at 0.012 for smooth-lined High Density Poly-Ethylene (HDPE) pipe and 0.013 for RCP; 4. Junction boxes were provided at all changes in conduit size and grade or alignment changes. Where junction box spacing exceeded 300 feet for 54" diameter pipe, or smaller, and 500' for pipes exceeding 54" in diameter, additional manhole holes were provided to maintain the desired spacing; 5. Storm sewer conduits with a diameter of 18" through 24" were hydraulically analyzed with a 25% reduction in cross-sectional area to compensate for potential partial blockage. Therefore 18" sized pipes were input as 1.30' diameter pipe and 24" sized pipes were inputted as a 1. 73' diameter pipe; 6. Conveyance elements were sized so that the design storm's hydraulic grade line would equal to or less than 12" below the respective curb inlet curb elevation; 7. Free-open area of all grate inlets were reduced by 25% to compensate for cloggage; TAILWATER CONSIDERATIONS: Tailwater for the storm drainage system was set at a free-discharge condition equal to the outlet pipe soffit elevation unless the downstream receiving system's tailwater surcharged the pipe. In this case the tailwater was set to equal that of the downstream system. For storm drainage systems that discharge into a primary system, with a size ratio of 1: 100, the 5-year tailwater was utilized for the design storm model of the drainage system Creek Meadows -Section 2, Phase Two Drainage Study RME Consulting Engineers February 19, 2014 (TW=310.30'). For the analyzed 100-year event, modeled with the storm drainage system, the primary drainage basin's 25-year tailwater was utilized (TW=310.87'). These tailwater elevations (TW) are the equivalent water surface elevations in Pond 1 for the described rainfall event. METHODOLGY & CONCLUSIONS: The hydraulic analysis, for storm drain conduits, and corresponding results were determined by using the WINSTORM hydraulic program, for stormwater modeling. This TxDOT program's typical use is for modeling gravity stormwater systems. The Winstorm data is summarized, for each system, under the Winstorm -Hydraulic Computations (reference "Attachment -Section 4.0" portion of the report). Also, for graphical illustration purposes the hydraulic grade line (HGL), for the 10-year and 100- year, are identified on ST-01 thru ST-02 Street Plan/Profile of the construction drawings (see "Attachment-Section 4.0" portion of the report). Storm drain conveyance elements and system, for the design storm (10-year rainfall event) and analyzed storm (100-year rainfall event), are summarized below in Table #3 - "Storm Drainage Summary". As illustrated the HGL of this system is contained within the storm sewer pipe completely during both studied rainfall events (with exception noted on Comment #5 -Table #3). TABLE#3 STORM DRAINAGE SUMMARY -SYSTEM "A" Pipe Size US Top of US Node DS Node Diameter Velocity Capacity RunoffQ USHGL Curb Di ff ID ID (in) (fps) (cfs) (cfs) (ft) Elev. (ft) (ft) DESIGN STORM -I 0 YR RAINFALL J9 01 2-48 8.35 194.09 133.86 313.73 318.50 4.77 A31 19 30 8.20 38.42 22.92 314.98 318.50 3.52 A30 A31 18 6.88 12.03 6.32 315.72 318.50 2.78 J19 A31 24 6.71 18.72 16.60 316.81 320.07 3.26 A32 119 24 6.79 18.97 16.60 317.42 320.23 2.81 A51 A32 18 4.96 7.75 7.06 317.81 320.23 2.42 ANALYZED STORM -100 YR J9 01 2-48 8.78 194.09 184.96 314.42 318.50 4.08 A31 19 30 8.74 38.42 31.05 315.29 318.50 3.21 A30 A31 18 7.39 12.03 8.52 315.88 318.50 2.62 Jl9 A31 24 7.15 18.72 22.46 318.48 320.07 1.59 A32 J19 24 7.15 18.97 22.46 319.21 320.23 1.02 A51 A32 18 5.40 7.75 9.54 319.52 320.23 0.71 260-0504 Sect 2-Phase 2 Drainage Report.docx Page -9 Creek Meadows -Section 2, Phase Two Drainage Study TABLE#3 RME Consulting Engineers February 19, 2014 STORM DRAINAGE SUMMARY -SYSTEM "B" Pipe Size US Top of US Node DS Node Diameter Velocity Capacity RunoffQ USHGL Curb Diff ID ID (in) (fus) (cfs) (cfs) (ft) Elev. (ft) (ft) DESIGN STORM -10 YR RA1NF ALL Bl 02 30 6.62 31.42 18.19 312.62 317.25 4.63 B2 Bl 30 6.59 31.77 17.15 312.89 317.25 4.36 B3 82 24 7.07 20.12 15.66 313.71 316.51 2.80 84 83 24 4.12 19.10 8.33 314.98 318.31 3.33 BS 84 24 4.93 18.82 6.01 315.43 319.00 3.57 ANALYZED STORM -100 YR Bl 02 30 7.11 31.42 24.61 312.91 317.25 4.34 B2 Bl 30 7.08 31.77 23.19 313.16 317.25 4.09 83 82 24 7.26 20.12 21.17 314.13 316.51 2.38 B4 83 24 4.05 19.10 11.23 315.16 318.31 3.15 85 84 24 5.14 18.82 8.10 315.57 319.00 3.43 Stonn Drainage System Notes: I . All stonn sewer system outfalls are specified with velocity dissipaters at the headwall with additional rock rip-rap erosion control; 2. The allowable ponding depth at Curb Inlet A-7 & A-8, within the right-of-way of Carnes Court South, is ---0.80' which is greater than the l 00-year ponding depth required (0.80'); 5.0 CERTIFICATION Rabon Metcalf, P .E. State of Texas P.E. No. 88583 260-0504 Sect 2-Phase 2 Drainage Report.docx Page -10 Section 1.0 GENERAL INFORMATION @ N CREEK MEADOWS: SECTION 2, PH. TWO VICINITY MAP NOT TO SCALE Section 2.0 WATERSHEDS & DRAINAGE AREAS Section 4.0 STORM DRAINAGE SYSTEM WinStorm (STORM DRAIN DESIGN) PROJECT NAME : 260 JOB NUMBER 0504 PROJECT DESCRIPTION : DESIGN FREQUENCY ANALYSYS FREQUENCY MEASUREMENT UNITS: Section 2, Phase 2 -System A 10 Years 100 Years ENGLISH OUTPUT FOR DESIGN FREQUENCY of: 10 Runoff Computation for Design Frequency. ID A-1 A-2 A-3 A-4 A-5 A-6 A-17 A-8 A-9 A-10 A-11 A-7 A-12 A-13 A-14 A-15 A-19 A-20 A-21 A-18 A-22 A-23 A-24 C Value 0.55 0.55 0 .55 0.55 0.55 0.755 0 .96 0 .55 0 .503 o. 96 0.35 0 .55 0 .55 0 .35 0.35 0 .55 0 .55 0.35 0 .35 0 .55 0.55 0.55 0.55 0 .653 0. 96 0.55 0.755 0.96 0.55 0 .55 0 .55 0 .55 0 .55 0 .282 0 .55 0 .22 0 .55 0 .55 0 .263 0 .55 0 .22 0 .96 0 .96 0 .703 0.82 0 .55 0 .755 0 .96 0 .55 0 . 765 0.96 0.7 0 .804 Area Tc Tc Used (min) (acre) (min) 0.83 0.69 0 .69 1.39 1.39 0.17 0 .08 0.08 0.46 0.12 0.35 0.83 0 .83 1. 84 1. 84 0 .94 0 .94 0 .59 0 .59 0 .24 0 .24 0 .63 0 .63 0 .75 0.19 0 .56 0 .16 0.08 0 .08 0 .78 0 .78 0 .49 0 .49 28 .24 5 .29 22 .95 1.33 1. 33 9 .83 1.28 8 .55 0.48 0.48 0 .69 0 .39 0 .30 0 .69 0 .35 0 .35 0.68 0 .17 0.51 0.23 13.97 13.97 13.53 13.53 Single family 12 .41 12.41 Single family 5.89 10.00 Pavement Single family 9.46 10.00 Pavement Undeveloped 9.80 10.00 Single family 24 .15 24.15 Undeveloped 18 .64 18.64 Single family 12.54 12 .54 Undeveloped 9 .38 10 .00 Single family 15.95 15 .95 Single family 14.84 14.84 Pavement Single family 6.72 10.00 Pavement Single family 12.32 12.32 Single family 11.20 11.20 Single family 46.73 46 .73 Single family Undeveloped 12.49 12.49 Single family 31. 96 31. 96 Single family Undeveloped 2 .00 10.00 Pavement 16.45 16.45 Concrete Single Family 7 .72 10.00 Pavement Single family 10.00 10.00 Pavement Multi family 7 .33 10 .00 Years Intensity (in/hr) 1 7 .44 7 .56 7 .86 8 .63 8 .63 8 .63 5 .60 6 .45 7.83 8 .63 6.98 7 .23 8.63 7.89 8.23 3 .75 7.84 4.75 8 . 63 6.87 8 . 63 8.63 8.63 Version 3.05, Jan. 25 , 2002 Run @ 2/21/2014 9:44:59 AM Supply Q (cfs) 0.000 0 .000 0.000 0.000 0.000 0.000 0 .000 0.000 0.000 0.000 0 .000 0 .000 0.000 0 .000 0.000 0 .000 0 .000 0.000 0.000 0 .000 0 .000 0.000 0 .000 Total Q (cfs) 3 .398 2 .868 6 .012 1. 095 1. 996 3 .942 3.605 3 .332 1. 616 1 .140 2.418 3 .539 1 .043 3 .385 2.218 29 .829 5 .736 12 .285 3 .979 3 .332 4.498 4.459 1. 562 0 .96 0 .09 Pavement 0 .7 0 .14 Multi family A-25 0 .755 0 .43 1.39 10.00 8.63 0 .000 2.803 0 .96 0 .22 Pavement 0.55 0 .22 Single family A-26 0 .755 0 .36 1.31 10.00 8.63 0 .000 2 .347 0. 96 0 .18 Pavement 0 .55 0 .18 Single family A-27 0.755 0 .40 1. 07 10.00 8 .63 0.000 2 . 608 0 .96 0 .20 Pavement 0.55 0 .20 Single family A-28 0 .63 0 .69 1. 06 10.00 8.63 0 .000 3.755 0.96 0 .14 Pavement 0 .55 0 .56 Single family A-29 0 .732 1. 36 10.00 10.00 8 .63 0.000 8.597 0 .96 0 .36 Pavement 0.65 1.00 Multi family A-30 0.6 1. 22 10.00 10.00 8.63 0.000 6.320 A-31 0 .75 0 .25 10.00 10.00 8.63 0.000 1. 619 A-32 0.65 1. 99 12 .00 12.00 7.98 0.000 10 .327 A-33 0.895 1.23 10.00 10.00 8 .63 0 .000 9. 467 , 0.96 0 .92 Pavement 0.7 0.31 Multi family A-34 0.856 0 .58 10.00 10.00 8 .63 0 .000 4.287 0.96 0 .35 Pavement 0.7 0 .23 Multi family A-35 0.752 1.15 10.00 10.00 8 .63 0 .000 7.435 0. 96 0 .23 Pavement 0.7 0 .92 Multi family A-36 0.804 1. 53 10.00 10.00 8 . 63 0 .000 10.628 0.96 0.61 Pavement 0.7 0 .92 Multi family A-37 0.612 3.03 28 .68 28 .68 5.07 0 .000 9.402 0.96 0.61 Pavement 0.7 1.21 Multi family 0.35 1.21 Undeveloped A-38 0. 726 0.70 10.00 10.00 8 .63 0 .000 4.406 0.96 0.07 Pavement 0.7 0.63 Multi family A-39 0.778 0.52 10.00 10.00 8 .63 0.000 3. 493 0 . 96 0.16 Pavement 0 .7 0.36 Multi family A-40 0 .829 0.17 10 .00 10 .00 8.63 0 .000 1.196 0 .96 0.08 Pavement 0 .7 0.08 Multi family A-41 0 . 713 1.11 10 .00 10.00 8 .63 0 .000 6.847 0 .96 0.06 Pavement 0 .7 1. 06 Multi family A-42 0 .778 0.37 10.00 10.00 8 .63 0 .000 2 . 465 o. 96 0.11 Pavement 0.7 0.26 Multi family A-43 0.83 0.17 10 .00 10.00 8 .63 0.000 1.218 0.96 0.09 Pavement 0.7 0.09 Multi family A-44 0.778 1.31 10.00 10.00 8 . 63 0 .000 8 .800 0.96 0.39 Pavement 0.7 0.92 Multi family A-45 0.778 0.67 10.00 10.00 8 . 63 0 .000 4. 495 0.96 0.20 Pavement 0.7 0.47 Multi family A-46 0.778 0. 76 10 .00 10.00 8 .63 0 .000 5.091 0.96 0.23 Pavement 0.7 0.53 Multi family A-48 0.739 0.53 10.00 10.00 8 . 63 0 .000 3.395 0.96 0.08 Pavement 0.7 0.45 Multi family A-47 0.778 0.31 10.00 10.00 8 .63 0.000 2 .103 0.96 0 .09 Pavement 0 .7 0.22 Multi family A-50 0.686 1. 48 21. 47 21. 47 5 .98 0 .000 6 .059 0 .96 0 .22 Pavement 0 .7 1. 03 Multi family 0.35 0.22 Undevel oped 2 A-49 0 .817 0.48 10 .00 10.00 8.63 0.000 3 .41S 0.96 0.22 Pavement 0.7 0.27 Multi family A-Sl 0.6S 1. 46 14 .00 14 .00 7.44 0 .000 7 .0S7 ----------------------------------------------------------------------------- On Grade Inlet Configuration Data =============================================================================== Inlet Inlet Inlet Slopes Gutter Grate Pond Width Critic ID Type Length Long Trans n Depr. Width Type Allowed Elev. (ft} (%} (%} (ft) (ft} (ft} (ft} ------------------------------------------------------------------------------- A-1 Curb S.00 2.14 3 .00 0 .018 0 .18 n/a n/a 13.00 331 .10 A-9 Curb 10.00 0 .9S 3 .00 0 .018 0 .18 n/a n/a 13.00 327.70 A-2 Curb S.00 2.14 3.00 0.018 0.18 n/a n/a 13.00 331.10 A-10 Curb 10.00 0 .9S 3 .00 0.018 0 .18 n/a n/a 13.00 327 .70 A-6 Curb S.00 2 .22 3.00 0.018 0 .18 n/a n/a 13.00 330 .14 A-S Curb S.00 2.22 3.00 0.018 0.18 n/a n/a 13.00 330 .14 A-7 Curb 10 .00 1. 42 3.00 0.018 0.18 n/a n/a 13.00 32S.87 A-8 Curb 10.00 1. 42 3.00 0 .018 0 .18 n/a n/a 13.00 32S.87 A-13 Curb 10 .00 0 . 72 3 .00 0.018 0 .18 n/a n/a 13.00 321.69 A-14 Curb 10 .00 0. 72 3.00 0 .018 0 .18 n/a n/a 13.00 321. 69 A-22 Curb 10 .00 1.S4 3.00 0 .018 0 .18 n/a n/a 13.00 329.13 A-21 Curb 10.00 1.S4 3.00 0.018 0 .18 n/a n/a 13.00 329 .13 A-2S Curb S.00 0.89 3.00 0.018 0 .18 n/a n/a 13.00 323.19 A-26 Curb S .00 0.89 3.00 0.018 0 .18 n/a n/a 13.00 323.19 A-41 Curb lS .00 1.11 3.00 0.018 0 .18 n/a n/a 13 .00 328.99 A-42 Curb 10.00 1.SO 3.00 0.018 0.18 n/a n/a 13.00 329.2S A-43 Curb S.00 1.26 3.00 0.018 0 .18 n/a n/a 13.00 333.S6 A-44 Curb lS.00 1.26 3.00 0.018 0 .18 n/a n/a 13.00 333.S6 A-49 Curb S.00 1. 6S 3.00 0.018 0 .18 n/a n/a 13.00 337.41 A-SO Curb S .00 1. 6S 3.00 0.018 0 .18 n/a n/a 13.00 337.41 A-38 Curb 10.00 1. so 3.00 0.018 0 .18 n/a n/a 13.00 324.S6 A-39 Curb 10 .00 1.SO 3.00 0 .018 0 .18 n/a n/a 13.00 324.56 A-40 Curb 5.00 1.11 3.00 0.018 0 .18 n/a n/a 13.00 328.99 A-4S Curb 5.00 1. 50 3 .00 0.018 0.18 n/a n/a 13.00 333.62 A-46 Curb S .00 1. so 3 .00 0.018 0.18 n/a n/a 13.00 333.62 A-47 Curb 10 .00 1. 65 3 .00 0 .018 0 .18 n/a n/a 13.00 332.65 A-48 Curb 10 .00 1. 65 3 .00 0 .018 0 .18 n/a n/a 13.00 332.6S ------------------------------------------------------------------------------- On Grade Inlets Conmputation Data. =========================---======================================================= Inlet Inlet Total Q Intercept Q Bypass To Inlet Required Actual Ponded ID Type Capacity Allow Actual ID Length Length Width (cfs) (cfs} (cfs} (cfs} (ft} (ft} (ft} --------------------------------------------------------------------------------- A-1 Curb 3 .398 1. 771 10.000 1.627 A-9 14.89 5 .00 8 .03 A-9 Curb 3 .243 3 .126 10.000 0.117 A-15 11. 87 10.00 9 .17 A-2 Curb 2 .868 1. 608 10.000 1.260 A-3 13. 63 5.00 7.53 A-10 Curb 1.140 1.140 10.000 0.000 A-11 6.91 10.00 6 .20 A-6 Curb 3.942 1. 910 10.000 2.032 A-3 16.24 5.00 8.43 A-5 Curb 1.996 1.288 10.000 0.708 A-7 11.42 S.00 6.53 A-7 Curb 5.001 4.069 10.000 0.932 A-13 16.48 10.00 10.00 A-8 Curb 3 .332 3.061 10.000 0 .272 A-11 13.30 10.00 8 .60 A-13 Curb 4 .316 4 .020 10 .000 0 .296 A-18 12 .91 10.00 10.77 A-14 Curb 2 .218 2 .218 10 .000 0.000 A-18 9.08 10.00 8.37 A-22 Curb 4.498 3 .744 10.000 0.7S4 A-7 15.89 10.00 9.47 A-21 Curb 3 .979 3 .440 10.000 0.539 A-23 14 .91 10.00 9 .07 A-25 Curb 2 .803 1. 884 10.000 0 .919 A-27 10.82 5 .00 8.80 A-26 Curb 2.347 1.690 10.000 0.657 A-28 9 .86 5 .00 8 .23 A-41 Curb 6 .870 6 .545 10.000 0 .324 A-38 18 .37 15.00 11. 79 A-42 Curb 6 .S84 4 .808 10.000 1.776 A-38 19.34 10.00 11.00 A-43 Curb 1.218 1. 035 10.000 0.183 A-42 7 . 68 5 .00 6.00 A-44 Curb 10.341 8 .668 10.000 1. 673 A-42 23 .57 15.00 13 .44 A-49 Curb 3 .415 1. 874 10.000 1. S41 A-44 13.99 S.00 8 .4S A-50 Curb 6 .059 2 .571 10.000 3 .488 A-48 18.93 S.00 10.45 A-38 Curb 6 .661 4.843 10.000 1. 818 A-34 19 .46 10.00 11. 05 A-39 Curb 3. 493 3.148 10.000 0.34S A-34 13.82 10.00 8 .65 A-40 Curb 1.196 1.041 10.000 O.lSS A-38 7.37 S.00 6.10 A-4S Curb 4 .495 2 .231 10.000 2 .263 A-42 lS.78 S.00 9.50 A-46 Curb S .091 2.389 10.000 2 .702 A-23 16. 8S S.00 9 .9S 3 A-47 A-48 Curb Curb 2.103 6 .883 2 .080 4 .863 Sag Inlets Configuration Data. 10.000 10 .000 0 .023 2 .020 A-41 A-36 10 .88 20.25 I nlet ID I nlet Length/ Grate Type Perim. Area Left-Sl ope Long Trans Right-Slope Long Trans Gutter n DeprW (ft ) (ft) (sf) (%) (%) (%) (%) A-15 A-17 A-3 A-4 A-11 A-12 A-27 A-28 A-19 A-20 A-23 A-24 A-18 A-29 A-30 A-31 A-32 A-33 A-34 A-35 A-37 A-36 A-51 Cu rb Grate Curb Cu r b Cu r b Curb Cu r b Curb Grate Grate Curb Curb Curb Gr ate Curb Curb Curb Grate Curb Grate Gr at e Curb Cu rb 15.00 12.30 15.00 5 .00 10.00 5 .00 5 .00 5 .00 12.30 12.30 10.00 5 .00 15.00 12.30 10.00 5 .00 10.00 21.00 15.00 21. 00 21. 00 15.00 5 .00 n/a 3 .00 n/a n/a n/a n/a n/a n/a 3 .00 9 .00 n /a n /a n/a 3 .00 n /a n/a n /a 6 .00 n /a 6 .00 6 .00 n/a n/a 0.60 1. 00 0.60 0 .60 0 .60 1.11 0 .89 0 .50 1.50 1. 50 0.60 2 .69 0.75 1. 00 0 .75 0.75 1. 24 1. 45 o. 72 2 .42 1. 62 0 .60 1.24 Sag Inlets Computation Data. Inlet Inlet ID Type A-15 A-17 A-3 A-4 A-11 A-12 A-27 A-28 A-19 A-20 A-23 A-24 A-18 A-29 A-30 A-31 A-32 A-33 A-34 A-35 A-37 A-36 A-51 Cu rb Grate Curb Curb Curb Curb Curb Curb Gr ate Gr ate Cu r b Cu r b Cu rb Grate Curb Curb Cur b Grate Curb Grate Grate Cur b Curb Length Grate Perim Area (ft) (ft) (sf) 15 .00 n/a 15 .00 5.00 10 .00 5 .00 5 .00 5 .00 n/a n/a 10 .00 5 .00 15 .00 n/a 10 .00 5 .00 10.00 n/a 15 .00 n /a n/a 15 .00 5 .00 n/a 12 .30 n/a n/a n/a n/a n/a n/a 12 .30 12 .30 n/a n/a n/a 12 .30 n/a n/a n/a 21. 00 n /a 21.00 21. 00 n/a n/a n/a 3 .00 n/a n/a n/a n/a n/a n/a 3 .00 9.00 n/a n /a n/a 3 .00 n/a n/a n/a 6.00 n/a 6.00 6.00 n/a n/a 3 .00 3.00 3 .00 3 .00 3 .00 3 .00 3 .00 3 .00 3 .00 3 .00 3 .00 3 .00 3 .00 3 .00 3 .00 3 .00 3 .50 3 .00 3.00 3 .00 3 .00 3 .00 3 .50 0 .60 0 .50 0 .60 0 .60 1.11 0 .60 0 .50 0 .89 0 .50 1. 50 2 .69 0 .60 0 .75 1. 00 0 .75 0 .75 0 .82 1. 45 0 .60 2 .42 1. 62 0 . 72 0 .84 3 .00 3 .00 3 .00 3 .00 3 .00 3 .00 3 .00 3 .00 3 .00 3 .00 3 .00 3 .00 3 .00 3 .00 3 .00 3 .00 3 .50 3 .00 3 .00 3 .00 3 .00 3 .00 3 .50 0 .018 0 .018 0 .018 0 .018 0 .018 0 .018 0 .018 0 .018 0 .018 0 .018 0 .018 0 .018 0 .018 0 .018 0 .018 0 .018 0 .014 0 .018 0 .018 0 .018 0.018 0 .018 0 .014 2 .00 n /a 2 .00 2 .00 2 .00 2 .00 2 .00 2 .00 n/a n /a 2 .00 2 .00 2 .00 n/a 2 .00 2 .00 2 .00 n /a 2 .00 n /a n /a 2 .00 2 .00 Total Q Inlet Total Capacity Head (cfs) (cfs) (ft) 29 .94 6 3 .605 9 .304 1. 095 2 .690 1 .043 3 .526 4 .412 5 .736 12 .285 7 .699 1. 562 3 . 628 8 .597 6 .320 1. 619 10.327 9. 467 6 .450 7 .435 9 .402 12 .648 7 .057 23 .379 8 .551 15 .125 6 .993 11. 059 6 .993 6 .993 6 .993 8 .551 10 .068 11. 059 6 .993 15.125 8 .551 11. 059 6 .993 17 .155 11.842 15.125 11. 842 11. 842 15 .125 10 .848 0 .700 0 .208 0 . 362 0 .145 0 .195 0 .141 0 .317 0 .368 0 .284 0 . 471 0 .393 0 .184 0 .193 0 .371 0 .344 0 .189 0 .478 0 .277 0 .283 0 .236 0 .276 0 .444 0 .503 Cumulative Junction Di scharge Computations 10.00 10.00 7 .05 10 .95 Depth Allowed (ft) Critic Elev. (ft) 0 .50 0 .50 0 .50 0 .50 0 .50 0 .50 0 .50 0.50 0 .50 0 .50 0 .50 0 .50 0 .50 0 .50 0 .50 0 .50 0 .67 0 .39 0 .50 0 .39 0 .39 0 .50 0 .67 323 .88 327 .00 328 .85 328 .85 324 .74 324 .73 320 .72 320. 72 321 .00 329 .75 326 .52 326 .52 321. 56 322 .94 317.85 317 .85 320 .23 321 .65 323.30 323.50 324 .75 325.73 320.23 Ponded Wi dth Left Right (ft) (ft) 22.13 53.13 4.83 6.53 3.03 5.70 9.60 8 .97 10.45 13.89 1. 90 5.73 8 .00 10.10 9.50 5.70 8 .60 2 .25 9.65 1. 85 2.20 12.84 7 .45 9 .70 8 .30 14.57 2 .17 8 .17 2 .13 8 .23 10 .43 9 .90 10 .70 10 .43 1. 00 7 .40 10 .10 9 .50 5.70 9 .29 12.59 10 .00 10 .45 12 .34 12 .39 8 .00 ================================================================================= Node I.D. A-1 Node Type Curb Weighted C-Value 0 .550 Cumul at. Cumulat. Intens . Dr.Ar ea (a cres) 0 .83 Tc (min) 13 .97 (in/hr) 7 .44 4 User Supply Q cfs) 0.000 Additional Q in Node (cfs) 0 .00 Total Disch. (cfs) 3.398 A-9 Curb 0 .350 0 .59 12.54 7.83 0 .000 0 .00 1. 616 A-15 Curb 0 .286 30 .08 46.73 3.75 0.000 0 .00 32.243 A-17 Grate 0 .350 1.84 24 .15 5.60 0 .000 0 .00 3 .605 A-2 Curb 0 .550 1.52 14 .10 7 .41 0 .000 0 .00 6.197 A-10 Curb 0.408 0.83 12.66 7.79 0 .000 0 .00 2. 638 A-3 Curb 0.542 2 .68 12.41 7.86 0 .000 0 .00 11. 420 A-4 Curb 0.553 4 .37 14.84 7.23 0 .000 0.00 17.465 A-11 Curb 0.546 7.52 18.75 6.43 0 .000 0 .00 26.385 A-12 Curb 0 .551 7 .68 18.81 6. 41 0.000 0.00 27 .115 A-6 Curb 0.533 1.29 10.00 8 .63 0 .000 0.00 5.938 A-5 Curb 0.503 0.46 10.00 8.63 0.000 0 .00 1. 996 A-7 Curb 0.653 0.75 14.84 7 .23 0.000 0.00 3 .539 A-8 Curb 0.565 6.06 18.64 6.45 0 .000 0 .00 22 .052 A-13 Curb 0.550 0.78 12.32 7.89 0 .000 0 .00 3 .385 A-14 Curb 0.550 8 .95 19.51 6 .29 0.000 0.00 30.996 A-22 Curb 0 .755 0 .69 10.00 8 . 63 0.000 0 .00 4 .498 A-21 Curb 0.324 11. 00 32.08 4.74 0.000 0.00 16 .912 A-25 Curb 0.755 0. 43 10.00 8.63 0.000 0 .00 2.803 A-26 Curb 0.383 12.69 32.89 4 . 67 0.000 0.00 22.705 01 CircMh 0 .473 77.20 48.30 3 .67 0 .000 0 .00 133 .857 A-27 Curb 0 .375 42 .81 47.52 3 . 71 0 .000 0 .00 59.480 A-28 Curb 0 .461 72 .28 47. 60 3.70 0 .000 0 .00 123.427 A-19 Grate 0 .371 42 .41 47.41 3 . 71 0 .000 0 .00 58.445 A-20 Grate 0.263 9.83 31. 96 4.75 0.000 0 .00 12.285 A-23 Curb 0. 765 0.68 10.00 8 .63 0 .000 0 .00 4.459 A-24 Curb 0.775 0.90 10.13 8.59 0 .000 0 .00 5.990 Jl Jn ct Bx 0.550 1.52 14 .10 7 .41 0 .000 0 .00 6.197 J2 JnctBx 0.553 4.37 14.84 7.23 0 .000 0 .00 17. 465 J3 JnctBx 0.551 7.68 18.81 6. 41 0.000 0 .00 27 .115 J4 JnctBx 0.408 0.83 12.66 7 .79 0 .000 0 .00 2.638 JS JnctBx 0.358 11. 90 32.24 4.73 0 .000 0 .00 20.158 J6 JnctBx 0.358 11. 90 32.24 4 .73 0 .000 0.00 20 .158 JS JnctBx 0 .461 72 .28 47.60 3 .70 0 .000 0.00 123 .427 JlO JnctBx 0.383 12.69 32.89 4. 67 0 .000 0 .00 22 .705 J9 JnctBx 0.473 77.20 48 .30 3.67 0.000 0.00 133 .857 A-18 Curb 0.365 41. 08 47 .11 3 .73 0 .000 0.00 55 .957 A-29 Grate 0.305 31. 44 46.84 3.74 0.000 0 .00 35.920 A-30 Curb 0.600 1.22 10.00 8.63 0 .000 0.00 6 .320 A-31 Curb 0.643 4. 92 14.76 7 .25 0 .000 0 .00 22.923 A-32 Curb 0 .650 3.45 14.13 7.40 0 .000 0.00 16.604 Jll JnctBx 0 .745 16.09 29 . 96 4.94 0 .000 0.00 59.219 A-33 Grate 0 .745 16.09 29 .96 4. 94 0.000 0 .00 59.219 A-34 Curb 0 .732 14 .87 29 .67 4.97 0 .000 0.00 54.120 A-35 Grate 0 .692 5 . 71 29 .28 5 .01 0.000 0.00 19.763 Jl2 JnctBx 0.676 4 .56 29 .12 5.02 0 .000 0.00 15.503 A-41 Curb 0.750 7.19 22.59 5.81 0 .000 0 .00 31. 348 A-42 Curb 0.757 5.24 22.50 5.82 0.000 0 .00 23.091 Jl4 JnctBx 0.756 4 .87 22.08 5 .88 0.000 0.00 21. 656 JlS JnctBx 0 .756 4 .87 22.08 5.88 0.000 0.00 21. 656 A-43 Curb 0.756 4.87 22 .08 5.88 0.000 0.00 21. 656 A-44 Curb 0 .753 4 .70 22 .01 5.89 0.000 0.00 20.858 Jl8 JnctBx o. 719 1. 96 21. 55 5 .96 0 .000 0.00 8 .406 A-49 Curb 0 .719 1. 96 21. 55 5.96 0.000 0.00 8 .406 A-50 Curb 0 .686 1. 48 21. 47 5.98 0 .000 0.00 6.059 A-37 Grate 0.612 3 .03 28.68 5.07 0 .000 0.00 9. 402 A-36 Curb 0 .804 1.53 10.00 8.63 0.000 0.00 10.628 A-38 Curb 0.751 8 .58 23.06 5 .74 0.000 0 .00 37.038 A-39 Curb 0. 778 0 .52 10 .00 8 .63 0.000 0 .00 3. 493 Jl3 JnctBx 0 .752 7.36 22.65 5.80 0.000 0 .00 32.104 A-40 Curb 0 .752 7.36 22.65 5.80 0.000 0.00 32.104 A-45 Curb 0. 778 1. 43 10 .10 8.60 0.000 0.00 9 .548 A-46 Curb 0.778 0.76 10.00 8.63 0.000 0.00 5.091 Jl6 JnctBx 0.754 0 .85 10 .10 8 .60 0.000 0.00 5.474 Jl7 JnctBx 0.754 0.85 10 .10 8 .60 0 .000 0 .00 5.474 A-47 Curb 0 .754 0 .85 10.10 8 .60 0.000 0.00 5.474 A-48 Curb 0.739 0 .53 10 .00 8.63 0 .000 0 .00 3.395 A-51 Curb 0 .650 1. 46 14 .00 7.44 0.000 0 .00 7.057 Jl9 JnctBx 0.650 3 .45 14.13 7.40 0.000 0.00 16.604 --------------------------------------------------------------------------------- Conveyance Configuration Data ================================================================================== 5 Run# Node I.D. Flowline Elev. us DS us DS Shape # Span Rise Length Slope n value (ft) (ft) (ft) (ft) (ft) (%) ---------------------------------------------------------------------------------- 27 A-23 A-24 323 .62 323 .4S Circ 1 0 .00 1.30 3S.OO 0 .49 0 .012 28 A-24 JS 323 .3S 322.30 Circ 1 0 .00 1. 30 44 .71 2 .3S 0 .012 29 JS J6 321 .10 320.39 Circ 1 0 .00 2 .SO 92.93 0.76 0 .012 30 J6 A-26 320.29 318.SS Circ 1 0.00 2 .SO 219.39 0 .79 0 .012 31 A-2S A-26 319 .68 319.4S Circ 1 0.00 1. so 4S .SO O.Sl 0.012 32 A-26 JlO 318 .4S 317.33 Circ 1 0.00 2 .SO 140.01 0 .80 0.012 33 JlO A-28 316.83 314 .13 Circ 1 0.00 3 .00 137 .94 1. 96 0 .012 34 A-28 J8 313.63 312.31 Circ 2 0.00 3 .SO 284 .67 0.46 0 .012 3S J8 J9 311. 71 311. 39 Circ 2 0.00 4.00 77.98 0.41 0 .012 36 J9 01 311.29 311.10 Circ 2 0.00 4 .00 48.87 0 .39 0 .012 37 A-29 A-18 318 .70 316.69 Circ 1 0.00 2 .SO 174.S4 l. lS 0 .012 38 A-31 J9 313 . S9 312.79 Circ 1 0.00 2 .SO 107 .0S 0.7S 0 .012 39 Jl9 A-31 31S .34 314 .09 Circ 1 0 .00 2.00 182 .S7 0.68 0 .013 1 A-1 A-2 327 .68 327.SO Circ 1 0.00 1. so 34.00 O.S3 0 .012 2 A-2 Jl 327.40 327.0S Circ 1 0.00 1. so 71.00 0 .49 0 .012 3 Jl A-4 326.9S 324 .8S Circ 1 0.00 1. so 202 .00 1. 04 0 .012 4 A-S A-6 32S .92 32S.7S Circ 1 0.00 1. so 34.00 o.so 0.012 s A-6 A-3 32S.SO 32S.02 Circ 1 0.00 1. so 48.79 0.98 0.012 6 A-3 A-4 324.S2 324 .3S Circ 1 0.00 2 .00 34.00 o.so 0.012 7 A-4 J2 324 .2S 323.93 Circ 1 0.00 2.00 43.00 0 .74 0.012 8 J2 A-8 323.83 321. 30 Circ 1 0.00 2 .00 179.SO 1. 41 0.012 9 A-7 A-8 321. 86 321. 69 Circ 1 0.00 l.SO 34 .00 o.so 0.012 10 A-8 A-11 321. 20 320.43 Circ 1 0 .00 2 .00 63 .24 1. 22 0.012 11 A-9 A-10 324 .27 323.89 Circ 1 0.00 1. so 34 .00 1.12 0 .012 12 A-10 J4 323 .79 323.30 Circ 1 0 .00 1. so 42 .99 1.14 0.012 13 J4 A-11 323 .20 320.93 Circ 1 0.00 l.SO 202.00 1.12 0.012 14 A-11 A-12 319.93 319.S8 Circ 1 0 .00 2.SO 34.7S 1. 01 0 .012 lS A-12 J3 319.48 319.0S Circ 1 0.00 2 .SO 42.SO 1. 01 0 .012 16 J3 A-14 318 .9S 317. S8 Circ 1 0.00 2.SO 270 .2S O.Sl 0 .012 17 A-13 A-14 318 .41 318.23 Circ 1 0.00 l.SO 34.00 O.S3 0.012 18 A-14 A-18 316.98 316.19 Circ 1 0 .00 3 .00 160.SO 0 .49 0 .012 19 A-17 A-lS 322 .19 320.SO Circ 1 0 .00 1. so 169.49 1. 00 0 .012 20 A-lS A-29 319.SO 318.70 Circ 1 0 .00 2.SO 69.46 l. lS 0.012 21 A-18 A-19 316.09 314 .87 Circ 1 0.00 3.00 174.Sl 0.70 0.012 22 A-19 A-27 314 .77 314.34 Circ 1 0 .00 3.00 62.00 0.69 0 .012 23 A-27 A-28 314 .24 313.92 Circ 1 0 .00 3 .00 46 .SO 0 .69 0.012 24 A-20 A-21 32S.68 324.23 Circ 1 0.00 2 .00 73.90 1. 96 0.012 2S A-22 A-21 324.86 324 .63 Circ 1 0.00 1. so 42.2S O.S4 0.012 26 A-21 JS 324.13 321. 70 Circ 1 0.00 2 .00 109.17 2 .23 0.012 40 A-30 A-31 314 .9S 314 .S7 Circ 1 0.00 1. so 34.00 1.12 0.012 41 A-37 Jl2 321.27 319.97 Circ 1 0.00 1. 73 171. 91 0 .76 0.012 42 Jl2 A-3S 319.20 318.69 Circ 1 0.00 2 .SO 72.11 0 . 71 0.012 43 A-3S A-34 318.S9 317.49 Circ 1 0.00 2 .SO 171. 99 0 .64 0.012 44 A-34 A-33 316.99 31S.78 Circ 1 0.00 3 .00 172 .12 0 .70 0 .012 4S A-33 Jll 31S .68 31S.12 Circ 1 0.00 3 .00 6S .33 0 .86 0 .012 46 Jll A-28 31S.02 314 .13 Circ 1 0.00 3 .00 102.97 0 .86 0.012 47 A-36 Jl2 320.S2 320.07 Circ 1 0 .00 1. 73 lS.26 2 .9S 0 .012 48 A-46 A-4S 329.S7 329.23 Circ 1 0 .00 1. 30 34.00 1. 00 0 .013 49 A-4S A-44 328 .80 328.30 Circ 1 0 .00 1. 73 S2 .62 0.9S 0.012 so A-44 A-43 328.30 327.97 Circ 1 0.00 1. 73 33 .SO 0 .99 0 .013 Sl A-43 JlS 327.86 327.41 Circ 1 0.00 1. 73 45 .0S 1. 00 0.012 S2 JlS Jl4 326.54 32S.98 Circ 1 0.00 2 .50 56 .10 1. 00 0 .012 S3 Jl4 A-42 32S .88 324 .17 Circ 1 0.00 2 .SO 139.S3 1. 23 0.012 S4 A-42 A-41 324.07 323.19 Circ 1 0.00 2 .SO S7 .11 1. 54 0.012 SS A-41 A-40 323.09 322.7S Circ 1 0.00 2 .50 34.SO 0 .99 0.013 S6 A-40 Jl3 322.6S 322 .32 Circ 1 0.00 2 .SO 44.39 0 .74 0.012 57 Jl3 A-38 322 .22 319.16 Circ 1 0.00 2.50 219.79 1. 39 0 .012 58 A-38 A-34 319 .06 317 .49 Circ 1 0 .00 2 .50 136.47 1.15 0 .013 S9 A-39 A-38 320.Sl 320.26 Circ 1 0 .00 1.30 34 .00 0 .74 0 .013 60 A-50 A-49 333 .36 332.80 Circ 1 0 .00 1. 30 33.SO 1. 67 0 .013 61 A-49 Jl8 332 .38 331. 49 Circ 1 0 .00 1. 73 43.13 2.06 0 .012 62 Jl8 A-44 331.39 328 .31 Circ 1 0 .00 1. 73 196.99 l.S6 0 .012 63 A-48 A-47 328 .60 328.26 Circ 1 0 .00 1. 30 33.SO 1. 01 0 .013 64 A-47 Jl7 328 .16 326.97 Circ 1 0 .00 1. 30 46.81 2 .54 0.012 65 Jl7 Jl6 326 .87 326.10 Circ 1 0 .00 1. 30 76.S2 1.01 0 .012 66 Jl6 A-41 326 .00 324.29 Circ 1 0 .00 1. 30 120.06 1. 42 0.012 67 A-32 Jl9 315.97 31S.4S Circ 1 0 .00 2 .00 74 .01 0 .70 0 .013 68 A-Sl A-32 316 .68 316.47 Circ 1 0 .00 l.SO 38.63 O.S4 0 .013 ---------------------------------------------------------------------------------- 6 Conveyance Hydraulic Computations . Tailwater = 310.300 (ft} ================================================================================== Hydraulic Gradeline Depth Velocity June Run# US Elev DS Elev Fr. Slope Unif. Actual Unif. Actual Q Cap Loss (ft} (ft) (%} (ft} (ft} (f/s) (f/s) (cfs) (cfs) (ft) ---------------------------------------------------------------------------------- 27 324.51 324 .30 0.329 0.89 0 .89 4.58 4.58 4 .46 5.42 0.000 28* 324 .00 322.95 0.594 0 .65 0.65 8 .98 8.98 5.99 11. 91 0.000 29* 322.38 321.67 0.206 1.28 1. 28 7.98 7.98 20.16 38 .85 0.000 30* 321. 55 319.81 0.206 1. 26 1.26 8.13 8.13 20 .16 39 .58 0.000 31* 320.29 320.06 0.061 0 .61 0 .61 4.16 4.16 2 .80 8.09 0.000 32* 319.81 318.69 0.261 1. 36 1. 36 8 .34 8.34 22.70 39 .75 0.000 33* 317. 82 316.06 0.099 0 .97 1. 93 11. 53 4. 71 22 .70 101 .11 0.000 34* 316.06 314.74 0.321 2 .43 2 .43 8. 64 8. 64 123 .43 148 .46 0.000 35* 313.99 313 .73 0.157 2.28 2.34 8 .33 8.09 123 .43 199.40 0 .000 36* 313.73 313 . 54 0.185 2 .44 2 .44 8 .35 8.35 133.86 194.09 0 .000 37* 320.32 318 .37 0.653 1. 62 1. 68 10 .66 10.24 35 .92 47 .69 0 .000 38* 314.98 314 .18 0.266 1. 39 1. 39 8 .20 8.20 22 .92 38 .42 0 .000 39* 316.81 315 .56 0.539 1. 47 1. 47 6 .71 6.71 16.60 18. 72 0.000 1* 328 .43 328 .40 0.089 0 .67 0.90 4.47 3.09 3.40 8 .28 0.000 2 328.40 328 .01 0.296 1. 00 1. 00 4 .97 4.97 6 .20 7.99 0.000 3* 327.73 325 .64 0.296 0.78 0.79 6 .68 6.56 6 .20 11. 60 0.000 4* 326.43 326 .27 0.031 0 .51 0.52 3 .77 3.64 2 .00 8 .05 0.000 5* 326.27 325 .79 0.272 0 .77 0.77 6 . 46 6.46 5 .94 11.29 0.000 6* 325. 71 325 .64 0.217 1.19 1.29 5.88 5.33 11. 42 17 .33 0.000 7* 325.64 325 .32 0.508 1. 39 1. 39 7 .49 7.49 17 .46 21.14 0.000 8* 324 .95 322 .58 0.508 1.12 1.27 9.68 8.26 17.46 29.10 0 .000 9* 322 .61 322 .58 0.097 0 .70 0.88 4 .40 3.26 3 .54 8 .05 0.000 10* 322 .58 321. 81 0.809 1. 38 1. 38 9.58 9.58 22.05 27.05 0 .000 11* 324 .64 324.27 0.020 0 .37 0.38 4.73 4.67 1. 62 12.03 0.000 12* 324 .27 323 .77 0.054 0 .47 0.47 5 .50 5.50 2.64 12.15 0 .000 13* 323.68 321. 41 0.054 0 .48 0.48 5 .45 5. 45 2 .64 12 .07 0.000 14* 321.32 320.97 0 .352 1.39 1. 39 9 .44 9 .43 26.39 44 .60 0 .000 15* 320.97 320 .73 0 .372 1. 41 1. 68 9 .53 7 .74 27 .11 44.70 0 .000 16 320.73 319.36 0.372 1. 78 1. 78 7.26 7 .26 27 .11 31. 64 0.000 17* 319.08 318.90 0.088 0 .67 0.67 4 .45 4 .45 3 .38 8 .28 0.000 18* 318.68 318.37 0 .184 1. 69 2.18 7.57 5.63 31. 00 50 .70 0.000 19* 322.77 321. 08 0 .100 0 .58 0.58 5 . 71 5. 71 3.60 11. 37 0 .000 20* 321. 04 320 .32 0.526 1. 50 1. 62 10.45 9.55 32.24 47 .70 0.000 21* 318.37 317 .16 0.600 2 .27 2.29 9 .74 9.66 55.96 60 .42 0 .000 22* 317 .16 316 .73 0.654 2 .39 2.39 9 .68 9.68 58 .45 60 .18 0.000 23* 316.68 316 .36 0.677 2 .44 2.44 9 .67 9.67 59 .48 59 .95 0 .000 24* 326.51 325.09 0.251 0.83 0.86 10 .03 9.57 12 .29 34.34 0 .000 25* 325 .65 325.42 0.156 0 .79 0.79 4.80 4.80 4.50 8.40 0.000 26* 325 .09 322 .66 0. 476 0 .96 0.96 11. 42 11. 42 16.91 36.57 0 .000 40* 315 . 72 315.34 0.308 0.77 0.77 6.88 6.88 6.32 12.03 0.000 41* 322.28 320 .98 0 .319 1. 01 1. 01 6.57 6.57 9 . 40 14 .48 0 .000 42* 320.33 319 .92 0.122 1.12 1. 23 7.25 6.43 15.50 37.37 0 .000 43* 319.92 319 .19 0.198 1. 33 1. 70 7.46 5.55 19.76 35.54 0 .000 44* 319.19 317.98 0.561 2 .20 2 .20 9.73 9.73 54.12 60 .59 0 .000 45* 317.88 317 .32 0 . 672 2 .20 2.20 10.64 10 .64 59.22 66 .91 0 .000 46* 317 .20 316.31 0. 672 2 .18 2 .18 10 .76 10.76 59.22 67.19 0 .000 47* 321. 25 320 .80 0 .407 0 .73 0.73 11.28 11.28 10 .63 28.60 0 .000 48* 331.20 331. 02 0 .504 0 .81 1. 30 5.88 3 .84 5.09 7.17 0.000 49* 331.02 330.85 0.329 0 .95 1. 73 7.19 4.06 9.55 16.23 0 .000 50 330.85 330 .23 1. 842 1. 73 1. 73 8.87 8.87 20 .86 15 .25 0 .000 51 330.23 329 .03 1.692 1. 73 1. 73 9.21 9.21 21. 66 16.64 0 .000 52* 327.77 327.21 0 .237 1. 23 1. 23 9.00 9.00 21.66 44 .40 0 .000 53* 327.04 325.33 0.237 1.16 1.16 9 .69 9.69 21.66 49.20 0 .000 54* 325.28 324 .74 0.270 1.13 1. 55 10 .74 7.22 23.09 55.17 0 .000 55* 324 .74 324.41 0.584 1. 64 1. 66 9.18 9.07 31.35 40.73 0.000 56* 324 .41 324 .08 0.522 1. 76 1. 76 8 .70 8.70 32.10 38 .32 0.000 57* 323.64 320 .82 0.522 1. 42 1. 66 11 .19 9.29 32 .10 52 .44 0.000 58* 320.82 319 .25 0.815 1. 76 1. 76 10 .04 10.04 37 .04 44 .00 0.000 59* 321.21 320 .96 0.237 0.70 0 .70 4 .79 4.79 3.49 6.15 0.000 60* 334.13 333 .57 0. 713 0.77 0.77 7 .44 7.44 6.06 9 .27 0.000 61* 333 .13 332 .47 0.255 0 . 71 0.98 9 .29 6.12 8 .41 23 .92 0.000 62* 332.47 330 .85 0.255 0.76 1. 73 8 .40 3.58 8 .41 20.82 0.000 63* 329.23 328.89 0.224 0.63 0.63 5.36 5.36 3.40 7 .23 0.000 64* 328.78 327.67 0.496 0 .60 0 .70 9 .06 7.48 5.47 12 .39 0.000 65* 327 .67 32 6 . 90 0.496 0.80 0.80 6 .37 6.37 5 .47 7 .80 0.000 7 66* 67* 68 326. 72 317.42 317 . 81 325 .01 316.90 317.50 0.496 0 .539 0.451 0. 72 1. 45 1.13 o. 72 1. 45 1.13 OUTPUT FOR ANALYSYS FREQUENCY of : 100 7.27 6 .79 4.96 Years Runoff Computation for Analysis Frequency. ID A-1 A-2 A-3 A-4 A-5 A-6 A-17 A-8 A-9 A-10 A-11 A-7 A-12 A-13 A-14 A-15 A-19 A-20 A-21 A-18 A-22 A-23 A-24 A-25 C Value 0 .55 0 .55 0 .55 0 .55 0.55 0.755 0. 96 0 .55 0 .503 0.96 0 .35 0.55 0 .55 0.35 0 .35 0 .55 0.55 0 .35 0 .35 0 .55 0 .55 0 .55 0 .55 0 .653 0.96 0 .55 0 .755 0 . 96 0.55 0 .55 0.55 0 .55 0 .55 0 .282 0.55 0 .22 0 .55 0 .55 0 .263 0.55 0.22 0 .96 0 .96 0.703 0 .82 0.55 0.755 0 .96 0 .55 0.765 0. 96 0 .7 0 .804 0 .96 0 .7 0 .755 0. 96 Area Tc Tc Used (min) (acre) (min) 0.83 0 .69 0 .69 1. 39 1. 39 0.17 0 .08 0 .08 0 . 46 0 .12 0.35 0 .83 0 .83 1. 84 1. 84 0 .94 0 .94 0.59 0 .59 0 .24 0.24 0.63 0 .63 0 .75 0 .19 0 .56 0 .16 0 .08 0 .08 0 .78 0 .78 0 .49 0 .49 28 .24 5 .29 22 .95 1. 33 1. 33 9 .83 1.28 8.55 0 .48 0 .48 0.69 0.39 0.30 0.69 0 .35 0 .35 0 .68 0 .17 0 .51 0 .23 0.09 0 .14 0 . 43 0 .22 13.97 13 .97 13 .53 13 .53 Single family 12 .41 12 .41 Single family 5 .89 10 .00 Pavement Single family 9.46 10 .00 Pavement Undeveloped 9 .80 10 .00 Single family 24 .15 24 .15 Undeveloped 18.64 18.64 Single family 12 .54 12.54 Undeveloped 9 .38 10.00 Single family 15 .95 15 .95 Single family 14 .84 14 .84 Pavement Single family 6 . 72 10 .00 Pavement Single family 12 .32 12 .32 Single family 11. 20 11. 20 Single family 46 .73 46.73 Single family Undeveloped 12 .49 12 .49 Single family 31.96 31.96 Single family Undeveloped 2 .00 10 .00 Pavement 16 .45 16.45 Concrete Single Family 7.72 10 .00 Pavement Single family 10.00 10.00 Pavement Multi family 7 .33 10 .00 Pavement Multi family 1.39 10 .00 Pavement Intensity (in/hr) 10.06 10 .21 10 .62 11. 64 11 . 64 11. 64 7.62 8.74 10.57 11 . 64 9. 45 9.78 11. 64 10 .65 11.10 5 .17 10 .59 6 .50 11. 64 9.31 11. 64 11 . 64 11. 64 11. 64 8 7.27 6 .79 4 . 96 5 .47 16.60 7 .06 Supply Q (cfs) 0.000 0.000 0.000 0 .000 0 .000 0.000 0.000 0.000 0.000 0.000 0 .000 0.000 0 .000 0 .000 0 .000 0.000 0.000 0.000 0 .000 0 .000 0 .000 0 .000 0 .000 0.000 9.27 18 .97 7 .75 Total Q (cfs) 4 .594 3 .876 8 .118 1. 476 2.690 5 .313 4.908 4 .520 2 .183 1. 536 3 .274 4 .787 1. 406 4.570 2.992 41.134 7 .746 16.809 5 .363 4.512 6 .063 6 .011 2 .106 3.779 0.000 0 .000 0 .000 0.55 0.22 Single family A-26 0.755 0.36 1. 31 10 .00 11 . 64 0.000 3.164 0.96 0.18 Pavement 0.55 0.18 Single family A-27 0.755 0.40 1. 07 10.00 11. 64 0.000 3.515 0.96 0.20 Pavement 0.55 0.20 Single family A-28 0.63 0.69 1. 06 10.00 11. 64 0.000 5.061 0.96 0.14 Pavement 0 .55 0.56 Single family A-29 0.732 1.36 10.00 10.00 11 . 64 0.000 11. 588 0.96 0.36 Pavement 0.65 1. 00 Multi family A-30 0.6 1. 22 10.00 10.00 11. 64 0.000 8 .520 A-31 0.75 0.25 10 .00 10.00 11 . 64 0.000 2.182 A-32 0.65 1. 99 12.00 12.00 10 .78 0.000 13.941 A-33 0.895 1.23 10.00 10.00 11. 64 0.000 12 . 762 0.96 0.92 Pavement 0.7 0.31 Multi family A-34 0.856 0.58 10.00 10.00 11 . 64 0 .000 5.779 0.96 0.35 Pavement 0.7 0.23 Multi family A-35 0.752 1.15 10.00 10.00 11.64 0 .000 10.022 0.96 0.23 Pavement 0.7 0.92 Multi family A-36 0.804 1. 53 10.00 10.00 11. 64 0.000 14.326 0.96 0.61 Pavement 0.7 0.92 Multi family A-37 0.612 3.03 28.68 28.68 6.92 0 .000 12.838 0.96 0.61 Pavement 0.7 1.21 Multi family 0.35 1.21 Undeveloped A-38 o. 726 0.70 10.00 10 .00 11. 64 0.000 5.939 0.96 0.07 Pavement 0.7 0.63 Multi family A-39 0. 778 0.52 10.00 10.00 11. 64 0 .000 4.709 0.96 0 .16 Pavement 0.7 0.36 Multi family A-40 0.829 0.17 10.00 10.00 11. 64 0 .000 1.612 0.96 0.08 Pavement 0.7 0.08 Multi family A-41 0. 713 1.11 10.00 10.00 11. 64 0 .000 9.229 0 .96 0 .06 Pavement 0.7 1. 06 Multi family A-42 0 .778 0.37 10.00 10.00 11. 64 0 .000 3.323 0 .96 0 .11 Pavement 0.7 0.26 Multi family A-43 0.83 0.17 10.00 10.00 11. 64 0 .000 1. 642 0.96 0.09 Pavement 0.7 0.09 Multi family A-44 0.778 1. 31 10.00 10.00 11. 64 0 .000 11. 862 0.96 0.39 Pavement 0.7 0.92 Multi family A-45 0.778 0 .67 10.00 10.00 11. 64 0.000 6.059 0.96 0.20 Pavement 0.7 0.47 Multi family A-46 0.778 0. 76 10.00 10.00 11. 64 0 .000 6.863 0.96 0 .23 Pavement 0 .7 0.53 Multi family A-48 0.739 0 .53 10.00 10.00 11. 64 0 .000 4.577 0.96 0.08 Pavement 0.7 0 .45 Multi family A-47 0.778 0.31 10.00 10.00 11. 64 0.000 2.835 0.96 0.09 Pavement 0.7 0 .22 Multi family A-50 0. 686 1. 48 21. 47 21. 47 8.12 0 .000 8.234 0.96 0.22 Pavement 0.7 1. 03 Multi family 0.35 0.22 Undeveloped A-49 0.817 0.48 10.00 10.00 11. 64 0.000 4.603 0.96 0.22 Pavement 0.7 0.27 Multi family A-51 0.65 1. 46 14.00 14 .00 10.05 0.000 9.540 9 ----------------------------------------------------------------------------- On Grade Inlet Configuration Data =============================================================================== Inlet Inl et Inlet Slopes Gutter Grate Pond Width Critic ID Type Length Long Trans n Depr. Widt h Type Al lowed Elev. (ft) (%) (%) (ft) (ft) (ft) (ft) ------------------------------------------------------------------------------- A-1 Curb 5.00 2 .14 3 .00 0 .018 0.18 n/a n/a 13.00 331.10 A-9 Curb 10 .00 0 .95 3 .00 0 .018 0 .18 n /a n/a 13.00 327.70 A-2 Curb 5 .00 2 .14 3 .00 0 .018 0 .18 n/a n/a 13 .00 331.10 A-10 Curb 10 .00 0 .95 3 .00 0 .018 0 .18 n/a n/a 13 .00 327 .70 A-6 Curb 5 .00 2.22 3 .00 0 .018 0 .18 n/a n/a 13 .00 330.14 A-5 Curb 5 .00 2 .22 3 .00 0 .018 0 .18 n/a n/a 13 .00 330 .14 A-7 Curb 10 .00 1. 42 3 .00 0 .018 0.18 n/a n/a 13 .00 325 .87 A-8 Curb 10 .00 1. 42 3 .00 0 .018 0 .18 n/a n/a 13 .00 325.87 A-13 Curb 10 .00 0 .72 3 .00 0 .018 0 .18 n/a n/a 13 .00 321.69 A-14 Curb 10 .00 0 . 72 3 .00 0 .018 0 .18 n/a n/a 13 .00 321. 69 A-22 Cu rb 10 .00 1.54 3 .00 0 .018 0 .18 n/a n/a 13.00 329.13 A-21 Curb 10 .00 1. 54 3 .00 0 .018 0 .18 n /a n/a 13.00 329.13 A-25 Curb 5 .00 0 .89 3 .00 0 .018 0 .18 n/a n/a 13.00 323.19 A-26 Curb 5 .00 0 .89 3 .00 0 .01 8 0.18 n /a n/a 13.00 323.19 A-41 Curb 15 .00 1.11 3 .00 0 .018 0 .18 n/a n/a 13.00 328.99 A-42 Curb 10 .00 1. 50 3 .00 0 .01 8 0 .18 n /a n/a 13.00 329.25 A-43 Curb 5 .00 1.26 3.00 0 .018 0.18 n/a n/a 13.00 333.56 A-44 Curb 15 .00 1.26 3 .00 0 .018 0 .18 n /a n/a 13.00 333.56 A-49 Curb 5 .00 1. 65 3 .00 0 .018 0 .18 n/a n/a 13.00 337.41 A-50 Cu rb 5 .00 1. 65 3 .00 0 .018 0.18 n/a n/a 13 .00 337 .41 A-38 Curb 10.00 1. 50 3.00 0.018 0.18 n/a n/a 13 .00 324 .56 A-39 Curb 10.00 1. 50 3.00 0 .018 0.18 n /a n/a 13 .00 324 .56 A-40 Curb 5 .00 1.11 3 .00 0.018 0.18 n/a n/a 13 .00 328 .99 A-45 Cu r b 5.00 1. 50 3 .00 0 .018 0 .18 n /a n/a 13 .00 333 . 62 A-46 Curb 5 .00 1. 50 3 .00 0 .018 0 .18 n/a n/a 13.00 333.62 A-47 Curb 10.00 1. 65 3 .00 0.018 0.18 n/a n/a 13 .00 332.65 A-48 Curb 10 .00 1. 65 3 .00 0.018 0 .18 n/a n/a 13 .00 332 .65 ------------------------------------------------------------------------------- On Grade Inlets Conrnputation Data. ================================================================================= Inlet I nlet Total Q Intercept Q Bypass To Inlet Required Actual Ponded ID Type Capacity Allow Actual ID Length Length Width (cfs) (cfs) (cfs) (cfs) (ft) (ft) (ft) --------------------------------------------------------------------------------- A-1 Curb 4.594 2 .095 10 .000 2 .499 A-9 17 .42 5 .00 8.97 A-9 Curb 4.682 4 .123 10.000 0 .558 A-15 1 4.43 10.00 10 .53 A-2 Curb 3 .876 1 .907 10 .000 1 .969 A-3 15 .95 5 .00 8.43 A-10 Curb 1. 536 1. 536 10 .000 0 .000 A-11 8 .05 10.00 6 .93 A-6 Curb 5.313 2 .247 10 .000 3 .067 A-3 19 .00 5 .00 9 .43 A-5 Curb 2.690 1. 538 10.000 1.152 A-7 13 .31 5 .00 7 .30 A-7 Curb 7.456 5.241 10.000 2 .214 A-13 20 .38 10.00 11. 63 A-8 Curb 4.520 3.802 10 .000 0 . 718 A-11 15 .62 10.00 9 .63 A-13 Curb 6.785 5.533 10 .000 1 .252 A-18 16.42 10.00 12 .73 A-14 Curb 2.992 2.974 10.000 0 .018 A-18 10 .63 10.00 9 .37 A-22 Curb 6.063 4.547 10 .000 1. 517 A-7 18 .62 10.00 10 .60 A-21 Curb 5 .363 4.204 10.000 1.160 A-23 17 .45 10.00 10 .13 A-25 Curb 3.779 2 .248 10 .000 1. 531 A-27 12 .67 5 .00 9 .83 A-26 Curb 3.164 2.026 10.000 1 .137 A-28 11.53 5 .00 9 .20 A-41 Curb 9.402 8 .263 10 .000 1 .139 A-38 21. 72 15.00 13 .29 A-42 Curb 10.700 6.424 10.000 4 .276 A-38 25 .05 10.00 13 .19 A-43 Curb 1. 642 1. 266 10 .000 0 .377 A-42 8 .95 5 .00 6 .75 A-44 Curb 14 .251 10.686 10 .000 3 .565 A-42 27 .94 15.00 15 .14 A-49 Curb 4 .603 2 .214 10 .000 2 .389 A-44 16 .37 5 .00 9 .45 A-50 Curb 8 .234 3.021 10 .000 5 .213 A-48 22 .30 5 .00 11. 74 A-38 Curb 11. 688 6 .763 10 .000 4. 926 A-34 26.23 10.00 13.59 A-39 Curb 4.709 3.875 10 .000 0 .834 A-34 16 .19 10.00 9 .70 A-40 Curb 1. 612 1.278 10 .000 0.334 A-38 8 .58 5 .00 6 .85 A-45 Curb 6.059 2 .623 10 .000 3 .436 A-42 18 .50 5 .00 10 .65 A-46 Curb 6 . 863 2 .804 10 .000 4 .059 A-23 19 .76 5 .00 11 .14 A-47 Curb 2 .835 2 . 662 10.000 0 .173 A-41 12 .68 10.00 7 .85 A-48 Cu rb 9 .790 5.996 10 .000 3 .794 A-36 24 .43 10.00 12 .49 --------------------------------------------------------------------------------- 10 Sag Inlets Configuration Data . Inlet Inlet Length/ Grate ID Type Perim. Area A-lS A-17 A-3 A-4 A-11 A-12 A-27 A-28 A-19 A-20 A-23 A-24 A-18 A-29 A-30 A-31 A-32 A-33 A-34 A-3S A-37 A-36 A-Sl Curb Grate Curb Curb Curb Curb Curb Curb Grate Grate Curb Curb Curb Grate Curb Curb Curb Grate Curb Grate Grate Curb Curb (ft) (sf) lS.00 12 .30 lS .00 S .00 10 .00 S.00 S.00 S.00 12.30 12.30 10.00 S.00 lS.00 12 .30 10 .00 S.00 10.00 21. 00 lS.00 21. 00 21.00 lS .00 S.00 n/a 3 .00 n/a n/a n/a n/a n/a n/a 3.00 9.00 n/a n/a n/a 3.00 n/a n/a n/a 6.00 n/a 6.00 6.00 n/a n/a Sag Inlets Computation Data. Left-Slope Long Trans (%) (%) 0 .60 1. 00 0 .60 0.60 0.60 1.11 0 .89 a.so 1. so 1. so 0.60 2.69 0.7S 1. 00 0.7S 0.7S 1.24 1. 4S 0 . 72 2 .42 1. 62 0.60 1.24 3 .00 3 .00 3.00 3.00 3.00 3 .00 3.00 3.00 3 .00 3.00 3.00 3.00 3.00 3.00 3 .00 3 .00 3 .SO 3.00 3.00 3.00 3 .00 3.00 3.SO Right-Slope Long Trans (%) (%) 0.60 a.so 0.60 0.60 1.11 0.60 a.so 0.89 a.so 1. so 2.69 0 .60 0.7S 1. 00 0 .7S 0 .7S 0 .82 1. 4S 0.60 2.42 1. 62 0. 72 0.84 3 .00 3 .00 3 .00 3.00 3.00 3 .00 3.00 3 .00 3 .00 3 .00 3.00 3 .00 3.00 3.00 3.00 3.00 3.SO 3.00 3 .00 3.00 3.00 3.00 3 .SO Gutter n DeprW (ft) 0.018 0.018 0 .018 0.018 0.018 0 .018 0.018 0 .018 0 .018 0 .018 0 .018 0 .018 0 .018 0.018 0.018 0.018 0.014 0.018 0.018 0.018 0.018 0.018 0.014 2 .00 n/a 2 .00 2.00 2.00 2.00 2 .00 2 .00 n/a n/a 2.00 2 .00 2.00 n/a 2.00 2.00 2 .00 n/a 2 .00 n/a n/a 2 .00 2.00 Depth Allowed (ft) a.so 0 .50 a.so a.so a.so a.so a.so a.so a.so a.so a.so a.so o.so a.so o.so a.so 0.67 0.39 a.so 0.39 0 .39 a.so 0 .67 Critic Elev. (ft) 323.88 327.00 328 .8S 328 .8S 324 .74 324 .73 320 .72 320 . 72 321.00 329 .7S 326.S2 326.52 321. S6 322 .94 317 .85 317 .8S 320 .23 321 .6S 323 .30 323 .SO 324 .7S 32S.73 320.23 Inlet Inlet Length Grate Total Q Inlet Total Ponded Width Left Right ID Type A-lS A-17 A-3 A-4 A-11 A-12 A-27 A-28 A-19 A-20 A-23 A-24 A-18 A-29 A-30 A-31 A-32 A-33 A-34 A-3S A-37 A-36 A-Sl Curb Grate Curb Curb Curb Curb Curb Curb Grate Grate Curb Curb Curb Grate Curb Curb Curb Grate Curb Grate Grate Curb Curb Perim Area Capacity Head (ft) (ft) (sf) (cfs) (cfs) (ft) lS .00 n/a lS .00 S.00 10 .00 S .00 S.00 S.00 n/a n/a 10.00 S .00 lS .00 n/a 10.00 S.00 10.00 n/a lS.00 n/a n/a lS.00 S.00 n/a 12.30 n/a n/a n/a n/a n/a n/a 12.30 12.30 n/a n/a n/a 12.30 n/a n/a n/a 21. 00 n/a 21. 00 21. 00 n/a n/a n/a 3 .00 n/a n/a n/a n/a n/a n/a 3.00 9.00 n/a n/a n/a 3 .00 n/a n/a n/a 6 .00 n/a 6.00 6.00 n/a n/a 41. 692 4 .908 13.1S4 1. 476 3 .992 1. 406 S.046 6.199 7.746 16.809 11.230 2.106 S.782 11. S88 8.S20 2.182 13.941 12.762 11.S38 10.022 12.838 18.120 9.S40 23.379 8 .SSl 1S .12S 6.993 11. OS9 6.993 6 .993 6 .993 8.SSl 10 .068 11. OS9 6 .993 1S .12S 8 .SSl 11. OS9 6 .993 17 .lSS 11. 842 1S .12S 11. 842 11.842 1S .12S 9 .608 1. 08S 0 .256 0 .4S6 0 .177 0.2S3 0.172 0 .402 0 . 461 0.347 0 .581 0 .505 0.225 0 .263 O.S16 0 .420 0.230 O.S83 0.338 0.417 0 .288 0.340 O.S64 0 .665 Cumulative Junction Discharge Computations Node I.D . A-1 A-9 A-lS A-17 A-2 Node Type Curb Curb Curb Grate Curb Weighted C-Value o.sso 0 .3SO 0 .286 0 .3SO o.sso Cumulat. Cumulat. Intens. Dr .Area (acres) 0.83 O.S9 30 .08 1. 84 1. S2 Tc (min) 13.97 12.S4 46.73 24 .15 14 .09 (in/hr) 10.06 10.S7 S.17 7. 62 10.02 11 User Supply Q cfs) 0.000 0.000 0.000 0.000 0.000 (ft) (ft) 2S.03 S9. 62 s.so 7.30 3.SO 6 .40 10.97 10.17 11 . 64 1S.S9 2 .20 6.40 9 .S3 11.29 10.60 6.3S 9.60 2.SO 11. 99 2.10 2.45 14 .69 8 .34 Additional Q in Node (cfs) 0.00 0.00 0 .00 0.00 0.00 11. 00 9.30 16.60 2 .43 9.47 2 .37 9 .43 11.83 11.0S 12.04 12.00 1.13 8 .83 11.29 10.60 6 .3S 10.40 14.09 12.39 11. 69 13.84 14 .19 8.94 Total Disch. (cfs) 4.S94 2 .183 44 .462 4. 908 8.380 A-10 Cur b 0 .408 0 .83 12.65 10 .53 0 .000 0.00 3 .564 A-3 Curb 0 .542 2 .68 12.41 10 .62 0 .000 0 .00 15 .420 A-4 Cu rb 0 .553 4 .37 14.79 9 .80 0 .000 0 .00 23 .661 A-11 Cu rb 0 .546 7 .52 18.75 8 . 72 0 .000 0 .00 35.791 A-12 Curb 0 .551 7. 68 18.81 8 .70 0 .000 0 .00 36.786 A-6 Cu r b 0 .533 1. 29 10.00 11 . 64 0.000 0 .00 8 .004 A-5 Curb 0 .503 0.46 10.00 11. 64 0 .000 0 .00 2 .690 A-7 Cu r b 0 .653 0 .75 14 .84 9 .78 0.000 0 .00 4 .787 A-8 Curb 0.565 6 .06 18.64 8.74 0.000 0 .00 29 . 911 A-13 Cu rb 0 .550 0 .78 12.32 10.65 0 .000 0 .00 4 .570 A-14 Cu rb 0 .550 8 .95 19. 48 8 .55 0.000 0 .00 42 .098 A-22 Cu rb 0 .755 0 .69 10.00 11. 64 0 .000 0 .00 6 .063 A-21 Cu rb 0 .324 11.00 32.07 6 . 49 0 .000 0 .00 23 .145 A-25 Cur b 0 .755 0 .43 10.00 11 . 64 0 .000 0 .00 3.779 A-26 Cu rb 0.383 12.69 32.82 6 . 40 0.000 0 .00 31.116 01 CircMh 0 .473 77 .20 48.20 5 .07 0.000 0 .00 184 .964 A-27 Cu rb 0 .375 42 .81 47.46 5 .12 0 .000 0 .00 82.121 A-28 Curb 0 . 461 72 .28 47.52 5 .11 0.000 0.00 170.445 A-19 Grate 0 .371 42.41 47.36 5 .13 0 .000 0 .00 80 .671 A-20 Grate 0 .263 9.83 31.96 6 .50 0.000 0 .00 16.809 A-23 Curb 0.765 0 .68 10.00 11. 64 0 .000 0.00 6 .011 A-24 Curb 0 .775 0 .90 10.13 11. 58 0 .000 0 .00 8 .074 Jl JnctBx 0 .550 1. 52 14.09 10 .02 0 .000 0.00 8 .380 J2 JnctBx 0.553 4 .37 14 .79 9 .80 0 .000 0 .00 23 .661 J3 JnctBx 0 .551 7 .68 18.81 8 .70 0 .000 0.00 36 .786 J4 JnctBx 0 .408 0 .83 12.65 10 .53 0 .000 0 .00 3.564 JS JnctBx 0.358 11. 90 32.22 6 .47 0 .000 0 .00 27.596 J6 JnctBx 0 .358 11. 90 32.22 6 .47 0 .000 0 .00 27 .596 J8 JnctBx 0.461 72.28 47 .52 5 .11 0.000 0 .00 170 .445 JlO JnctBx 0 .383 12 .69 32.82 6 .40 0 .000 0 .00 31 .116 J9 JnctBx 0 .473 77 .20 48 .20 5 .07 0 .000 0.00 184 .964 A-18 Curb 0.365 41. 08 47 .10 5 .14 0 .000 0.00 77 .193 A-29 Grate 0 .305 31 .44 46.84 5 .16 0 .000 0 .00 49 .539 A-30 Curb 0.600 1.22 10.00 11. 64 0 .000 0.00 8 .520 A-31 Curb 0.643 4 .92 14. 72 9 .82 0 .000 0 .00 31 .052 A-32 Curb 0 .650 3 .45 14 .12 10 .01 0 .000 0 .00 22 .455 Jll Jn ct Bx 0 .745 16 .09 29.88 6 .76 0 .000 0.00 81 .054 A-33 Grate 0 .745 16.09 29.88 6 .76 0 .000 0.00 81 .054 A-34 Curb 0 .732 14 .87 29.61 6.80 0 .000 0 .00 74 .032 A-35 Grate 0 .692 5 .71 29.25 6 .85 0 .000 0 .00 27 .015 Jl2 JnctBx 0 .676 4 .56 29 .09 6 .87 0 .000 0 .00 21.185 A-41 Curb 0 .750 7 .19 22 .48 7 .92 0 .000 0 .00 42 .748 A-42 Curb 0 .757 5 .24 22 .40 7 .94 0 .000 0 .00 31. 482 Jl4 J n ct Bx 0 .756 4 .87 22 .02 8.01 0.000 0 .00 29 .483 Jl5 JnctBx 0 .756 4 .87 22.02 8 .01 0 .000 0 .00 29 .483 A-43 Curb 0 .756 4 .87 22 .02 8.01 0.000 0 .00 29 .483 A-44 Curb 0 .753 4 .7 0 21. 98 8 .02 0 .000 0 .00 28 .385 Jl8 J nctBx 0 . 719 1. 96 21. 54 8.11 0 .000 0 .00 11.426 A-49 Curb 0 . 719 1. 96 21 .54 8 .11 0 .000 0 .00 11. 426 A-50 Curb 0. 686 1. 48 21. 47 8 .12 0.000 0 .00 8 .234 A-37 Gra te 0 .612 3.03 28 .68 6.92 0 .000 0 .00 12 .838 A-36 Curb 0 .804 1. 53 10.00 11 . 64 0 .000 0 .00 14 .326 A-38 Curb 0 .751 8 .58 22 .93 7 .84 0 .000 0.00 50 .550 A-39 Curb 0 .778 0 .52 10 .00 11. 64 0 .000 0.00 4.709 Jl3 J nctBx 0 .752 7.36 22 .54 7 .91 0.000 0 .00 43 .781 A-40 Curb 0 .752 7.36 22 .54 7 .91 0 .000 0 .00 43.781 A-45 Cur b 0 .778 1. 43 1 0 .09 11 . 60 0 .000 0.00 12.874 A-46 Cur b 0 .778 0.76 10 .00 11. 64 0 .000 0 .00 6.863 J16 JnctBx 0.754 0 .85 10.10 11. 59 0 .000 0 .00 7.382 Jl7 JnctBx 0 .754 0 .85 1 0 .10 11. 59 0 .000 0 .00 7.382 A-47 Curb 0 .754 0.85 10.10 11. 59 0 .000 0 .00 7.382 A-48 Curb 0 .739 0 .53 1 0 .00 11. 64 0 .000 0 .00 4.577 A-51 Curb 0 .650 1. 46 14.00 10 .05 0 .000 0 .00 9 .540 Jl9 JnctBx 0 .650 3 .45 14.12 10 .01 0.000 0.00 22.455 --------------------------------------------------------------------------------- Conveyance Configuration Data =================================================================================== Runlt Node I.D. Flow line Elev. us DS us DS Sh ape jf Span Rise Length Slop e n value (ft) (ft) (ft) (ft) (ft) ( % ) ---------------------------------------------------------------------------------- 12 27 A-23 A-24 323.62 323 .4S Circ 1 0 .00 1. 30 3S .OO 0 .49 0.012 2S A-24 JS 323.3S 322.30 Circ 1 0 .00 1. 30 44 . 71 2.3S 0.012 29 JS J6 321.10 320.39 Circ 1 0 .00 2 .SO 92 .93 0 .76 0.012 30 J6 A-26 320.29 31S.SS Circ 1 0 .00 2 .SO 219 .39 0.79 0 .012 31 A-2S A-26 319.6S 319 .4S Circ 1 0 .00 1. so 4S.SO 0.Sl 0.012 32 A-26 JlO 31S .4S 317. 33 Circ 1 0 .00 2 .SO 140 .01 o.so 0 .012 33 JlO A-2S 316.S3 314 .13 Circ 1 0 .00 3 .00 137.94 1. 96 0 .012 34 A-2S JS 313.63 312.31 Circ 2 0 .00 3.SO 2S4 .67 0. 46 0 .012 3S JS J9 311. 71 311. 39 Circ 2 0 .00 4.00 77.9S 0.41 0 .012 36 J9 01 311.29 311.10 Circ 2 0.00 4.00 4S .S7 0.39 0 .012 37 A-29 A-lS 31S.70 316 .69 Circ 1 0.00 2 .SO 174.S4 l. lS 0.012 3S A-31 J9 313.S9 312 .79 Circ 1 0 .00 2 .SO 107.0S 0.7S 0.012 39 Jl9 A-31 31S.34 314.09 Circ 1 0 .00 2 .00 1S2 .S7 0.6S 0.013 1 A-1 A-2 327.6S 327.SO Circ 1 0.00 1. so 34 .00 O.S3 0.012 2 A-2 Jl 327.40 327.0S Circ 1 0.00 1. so 71. 00 0 .49 0.012 3 Jl A-4 326.9S 324 .SS Circ 1 0 .00 1. so 202 .00 1. 04 0.012 4 A-S A-6 32S.92 32S.7S Circ 1 0.00 1. so 34 .00 o.so 0.012 s A-6 A-3 32S.SO 32S .02 Circ 1 0.00 1. so 4S .79 0.9S 0.012 6 A-3 A-4 324.S2 324.3S Circ 1 0 .00 2 .00 34 .00 o.so 0 .012 7 A-4 J2 324.2S 323 .93 Circ 1 0 .00 2 .00 43 .00 0 .74 0 .012 s J2 A-S 323.S3 321. 30 Circ 1 0.00 2 .00 179 .SO 1. 41 0 .012 9 A-7 A-S 321. S6 321. 69 Circ 1 0 .00 1. so 34 .00 o.so 0 .012 10 A-S A-11 321.20 320 .43 Circ 1 0.00 2.00 63 .24 1.22 0 .012 11 A-9 A-10 324 .27 323 .S9 Circ 1 0 .00 1. so 34 .00 1.12 0.012 12 A-10 J4 323.79 323.30 Circ 1 0 .00 1. so 42.99 1.14 0 .012 13 J4 A-11 323.20 320.93 Circ 1 0.00 1. so 202 .00 1.12 0 .012 14 A-11 A-12 319.93 319 .SS Circ 1 0.00 2.SO 34.7S 1. 01 0.012 lS A-12 J3 319.4S 319 .0S Circ 1 0 .00 2 .SO 42.SO 1. 01 0 .012 16 J3 A-14 31S.9S 317.SS Circ 1 0 .00 2 .SO 270 .2S O.Sl 0.012 17 A-13 A-14 31S.41 31S .23 Circ 1 0 .00 1. so 34 .00 O.S3 0 .012 lS A-14 A-lS 316.9S 316.19 Circ 1 0.00 3.00 160.SO 0 .49 0 .012 19 A-17 A-lS 322.19 320 .SO Circ 1 0 .00 1. so 169.49 1. 00 0 .012 20 A-lS A-29 319.SO 31S.70 Circ 1 0 .00 2 .SO 69 . 46 l. lS 0.012 21 A-lS A-19 316.09 314.S7 Circ 1 0.00 3 .00 174 . Sl 0 .70 0.012 22 A-19 A-27 314 .77 314 .34 Circ 1 0.00 3.00 62 .00 0 .69 0 .012 23 A-27 A-2S 314 .24 313.92 Circ 1 0 .00 3 .00 46.SO 0.69 0.012 24 A-20 A-21 32S.6S 324.23 Circ 1 0.00 2 .00 73 .90 1.96 0 .012 2S A-22 A-21 324 .S6 324 .63 Circ 1 0.00 1. so 42.2S O.S4 0 .012 26 A-21 JS 324 .13 321. 70 Circ 1 0 .00 2 .00 109.17 2.23 0.012 40 A-30 A-31 314.9S 314 .S7 Circ 1 0 .00 1. so 34 .00 1.12 0.012 41 A-37 Jl2 321.27 319 .97 Circ 1 0 .00 1. 73 171. 91 0. 76 0.012 42 Jl2 A-3S 319.20 31S.69 Circ 1 0 .00 2 .SO 72 .11 0. 71 0 .012 43 A-3S A-34 31S .S9 317 .49 Circ 1 0 .00 2 .SO 171. 99 0 .64 0 .012 44 A-34 A-33 316.99 31S.7S Circ 1 0 .00 3.00 172 .12 0 .70 0 .012 4S A-33 Jll 31S.6S 31S.12 Circ 1 0 .00 3 .00 6S .33 O.S6 0 .012 46 Jll A-2S 31S .02 314 .13 Circ 1 0 .00 3.00 102 .97 O.S6 0 .012 47 A-36 Jl2 320.S2 320 .07 Circ 1 0 .00 1. 73 lS .26 2 .9S 0 .012 4S A-46 A-4S 329.S7 329 .23 Circ 1 0 .00 1. 30 34 .00 1. 00 0 .013 49 A-4S A-44 32S .SO 32S .30 Circ 1 0 .00 1. 73 S2 .62 0.9S 0 .012 so A-44 A-43 32S.30 327.97 Circ 1 0 .00 1. 73 33 .SO 0.99 0 .013 Sl A-43 JlS 327 .S6 327 .41 Circ 1 0 .00 1. 73 4S .OS 1. 00 0 .012 S2 JlS Jl4 326.S4 32S.9S Circ 1 0.00 2 .SO S6.10 1. 00 0 .012 S3 Jl4 A-42 32S.SS 324 .17 Circ 1 0 .00 2 .SO 139.S3 1.23 0 .012 S4 A-42 A-41 324.07 323 .19 Circ 1 0.00 2 .SO S7 .11 l.S4 0 .012 SS A-41 A-40 323.09 322 .7S Circ 1 0 .00 2 .SO 34 .SO 0 .99 0 . 013 S6 A-40 Jl3 322.6S 322.32 Circ 1 0.00 2.SO 44 .39 0.74 0.012 S7 Jl3 A-3S 322 .22 319 .16 Circ 1 0 .00 2 .SO 219 .79 1. 39 0.012 SS A-3S A-34 319.06 317. 49 Circ 1 0.00 2 .SO 136.47 l. lS 0.013 S9 A-39 A-3S 320.Sl 320.26 Circ 1 0 .00 1. 30 34 .00 0 .74 0.013 60 A-SO A-49 333 .36 332 .SO Circ 1 0 .00 1. 30 33 .SO 1. 67 0.013 61 A-49 JlS 332.3S 331. 49 Circ 1 0 .00 1. 73 43.13 2 .06 0.012 62 JlS A-44 331. 39 32S .31 Circ 1 0.00 1. 73 196.99 1. S6 0 .012 63 A-4S A-47 32S.60 32S.26 Circ 1 0 .00 1.30 33 .SO 1.01 0.013 64 A-47 Jl7 32S.16 326.97 Circ 1 0 .00 1. 30 46.Sl 2 .S4 0 .012 6S Jl7 Jl6 326.S7 326 .10 Circ 1 0 .00 1.30 76.S2 1.01 0.012 66 Jl6 A-41 326 .00 324 .29 Circ 1 0 .00 1. 30 120.06 1. 42 0.012 67 A-32 Jl9 31S.97 31S.4S Circ 1 0 .00 2.00 74.01 0 .70 0 .013 6S A-Sl A-32 316 .6S 316.47 Circ 1 0 .00 1. so 3S .63 O.S4 0 .013 ---------------------------------------------------------------------------------- Conveyance Hydraulic Computations . Tailwater = 310 .S70 (ft) ================================================================================== 13 Hydraulic Gradeline Depth Velocity June Run# US Elev DS Elev Fr.Slope Unif. Actual Unif . Actual Q Cap Loss (ft) (ft) (%) (ft) (ft) (f/s) (f/s) (cfs) (cfs) (ft) ---------------------------------------------------------------------------------- 27 324.92 324.43 0.598 1. 30 1.30 4 .53 4 .53 6.01 5 .42 0.000 28* 324.14 323 .08 1. 080 0 .78 0 .78 9.64 9 .64 8 .07 11. 91 0.000 29* 322.66 321. 95 0 .386 1. 56 1. 56 8 .55 8 .55 27 .60 38 .85 0.000 30* 321. 83 320.11 0 .386 1. 54 1. 56 8 .68 8.57 27 .60 39 .58 0.000 31* 320.40 320.17 0 .110 o. 72 0. 72 4 .50 4.50 3 .78 8.09 0.000 32* 320.11 318 .99 0 .490 1. 66 1. 66 8 .99 8 .99 31.12 39 .75 0.000 33* 318.64 317 .13 0.185 1.14 3.00 12 .59 4.40 31.12 101 .11 0 .000 34 317.13 315 .19 0. 611 3.50 3.50 8.86 8.86 170.45 148 .46 0 .000 35 314.60 314 .42 0.300 2 .84 3 .03 8 .92 8.36 170.45 199 .40 0 .000 36 314. 42 314.23 0.353 3 .13 3 .13 8.78 8 .78 184. 96 194 .09 0 .000 37* 322.66 320 .49 1.243 2 .15 2 .50 11. 04 10.09 49.54 47 .69 0 .000 38* 315.29 314 .49 0. 488 1. 70 1. 70 8.74 8.74 31. 05 38 .42 0.000 39 318.48 315 .78 0.985 2 .00 2.00 7.15 7.15 22 .46 18 . 72 0 .000 l* 328.73 328.71 0.163 0.80 1.21 4 .82 3 .00 4 .59 8 .28 0 .000 2 328. 71 328 .17 0.542 1. 31 1. 31 5.11 5.11 8.38 7.99 0 .000 3* 328.07 326.42 0 .542 0 .94 1. 50 7 .16 4.74 8.38 11. 60 0 .000 4* 326.80 326.80 0 .056 0.60 1. 05 4 .10 2.04 2 .69 8 .05 0.000 5* 32 6. 80 326 .56 0 .495 0 .93 1. 50 6 .94 4 .53 8 .00 11.29 0.000 6 326.56 326 .42 0 .396 1. 47 2 .00 6 .24 4.91 15.42 17 .33 0.000 7 32 6. 42 326 .02 0 .932 2 .00 2 .00 7 .53 7 .53 23.66 21.14 0.000 8* 32 6. 02 324.35 0 .932 1. 37 2.00 10 .34 7.53 23 .66 29.10 0.000 9* 324 .41 324 .35 0 .177 0 .83 1. 50 4 .76 2 . 71 4.79 8 .05 0.000 10 324.35 323.41 1. 489 2 .00 2.00 9 .52 9.52 29.91 27.05 0.000 11* 324. 71 324 .35 0 .037 0 .43 0 .46 5 .15 4 .71 2.18 12.03 0.000 12* 324.35 323.92 0 .098 0.56 0.62 5 .97 5.16 3.56 12.15 0 .000 13* 323.92 323 .41 0 .098 0 .56 1. 50 5 .93 2.02 3.56 12.07 0.000 14* 323.41 323 .18 0.649 1. 70 2.50 10 .07 7.29 35.79 44.60 0 .000 15* 323.18 322 .89 0 .685 1. 73 2.50 10 .16 7.49 36. 79 44.70 0.000 16 322.89 321 .04 0 .685 2 .50 2.50 7 .49 7.49 36.79 31. 64 0 .000 17* 321. 09 321. 04 0.161 0.80 1. 50 4 .79 2 .59 4.57 8.28 0 .000 18* 321.04 320 .49 0 .339 2.09 3.00 8 .02 5.96 42.10 50 .70 0 .000 19* 323.67 323 .36 0.186 0 .69 1. 50 6 .20 2 .78 4.91 11. 37 0 .000 20* 323.36 322.66 1 .001 1. 91 2 .50 11. 03 9 .06 44.46 47.70 0 .000 21 320.49 318.50 1.141 3 .00 3.00 10 . 92 10 .92 77.19 60 .42 0 .000 22 318.50 317.73 1. 246 3 .00 3.00 11 .41 11. 41 80.67 60.18 0 .000 23 317.73 317 .13 1 .291 3 .00 3.00 11 . 62 11. 62 82.12 59.95 0 .000 24* 326.68 325.29 0.470 0 .99 1.06 10.86 9 .99 16.81 34.34 0.000 25* 325 .81 325.58 0.284 0.95 0 .95 5.14 5 .14 6 .06 8 .40 0.000 26* 325.29 322.86 0.892 1.16 1.16 12.30 12 .30 23 .15 36 .57 0.000 40* 315.88 315.50 0 .560 0 .93 0.93 7.39 7.39 8 .52 12.03 0 .000 41* 322.88 321.85 0 .595 1. 27 1. 73 6.94 5 .46 12 .84 14 .48 0.000 42* 321. 85 321.69 0 .227 1. 35 2.50 7 .85 4 .32 21.18 37 .37 0.000 43* 321 .69 321. 05 0 .370 1. 63 2 .50 7.97 5.50 27 .01 35.54 0.000 44 321.05 319.25 1.049 3 .00 3.00 10.47 10.47 74 .03 60 .59 0.000 45 319.25 318.43 1. 258 3.00 3 .00 11. 47 11. 47 81.05 66 .91 0.000 46 318.43 317.13 1. 258 3.00 3.00 11 . 47 11.47 81. 05 67.19 0.000 47* 321.97 321. 85 0 .740 0 .87 1. 73 12 .16 6.09 14.33 28 .60 0 .000 48* 332.75 332.44 0.915 1. 02 1. 30 6 .17 5.17 6.86 7.17 0 .000 49* 332.44 332.13 0.598 1.16 1. 73 7. 67 5 .48 12.87 16 .23 0.000 50 332 .13 330 .98 3.411 1. 73 1. 73 12.08 12 .08 28 .38 15 .25 0.000 51 330.98 329 .11 3.136 1. 73 1. 73 12 .54 12 .54 29.48 16.64 0.000 52* 328.02 327 .46 0.440 1. 48 1. 48 9 .71 9 . 71 29.48 44 .40 0 .000 53* 327.30 326 .35 0 .440 1. 40 2 .18 10.46 6 .49 29.48 49.20 0.000 54* 326.35 326 .06 0.502 1. 35 2 .50 11. 61 6.41 31. 48 55 .17 0.000 55* 326.06 325.69 1. 086 2 .19 2 .50 9 .39 8 . 71 42 .75 40 .73 0 .000 56 325.69 325.26 0 .971 2 .50 2 .50 8.92 8 .92 43.78 38 .32 0.000 57* 325.26 323 .13 0. 971 1. 75 2.50 11. 94 8 .92 43 .78 52 .44 0 .000 58 323.13 321. 05 1. 518 2 .50 2 .50 10.30 10 .30 50.55 44 .00 0 .000 59* 323.27 323 .13 0 .431 0 .85 1. 30 5 .10 3 .55 4. 71 6 .15 0 .000 60* 334.31 333 .75 1.318 0 .95 0.95 7 .88 7 .88 8 .23 9 .27 0.000 61* 333.30 333 .05 0.471 0.84 1. 56 10.07 5 .11 11.43 23 .92 0 .000 62* 333 .05 332 .13 0.471 0.92 1. 73 9.05 4 .86 11. 43 20 .82 0 .000 63* 329 .35 329.01 0 .407 0 .75 0 .75 5 .76 5 .76 4.58 7 .23 0 .000 64* 328.91 327.88 0 .902 0 . 72 0 .91 9.74 7 .46 7.38 12.39 0.000 65* 327.88 327 .15 0 .902 1. 01 1. 05 6.70 6 .44 7.38 7.80 0.000 66* 327 .15 326.06 0 .902 0 .88 1. 30 7.73 5.56 7 .38 9 .27 0 .000 67 319.21 318.48 0 .985 2 .00 2 .00 7 .15 7 .15 22.46 18.97 0.000 68 319.52 319.21 0 .825 1. 50 1. 50 5 .40 5.40 9 .54 7.75 0 .000 ===================================END============================================ 14 stmOutput .txt WinStorm (STORM DRAIN DESIGN) PROJECT NAME : 260 JOB NUMBER 0504 PROJECT DESCRIPTION : S2-P2-System B DESIGN FREQUENCY ANALYSYS FREQUENCY MEASUREMENT UNITS: 10 Years 100 Years ENGLISH OUTPUT FOR DESIGN FREQUENCY of: 10 Years =========================================== Runoff Computation for Design Frequency . Version 3 .05 , Jan . 25 , 2002 Run @ 2/21/2014 10:01 :40 AM ============================================================================= ID c Value B-1 0.75 B-2 0.75 B-3 0.65 B-4 0.75 B-5 0 .65 Area (acre) 0.18 0.25 1. 39 0 .37 1. 07 Tc (min) 10.00 10.00 10.00 10.00 10.00 On Grade Inlet Configuration Data Tc Used (min) 10 .00 10.00 10 .00 10 .00 10 .00 Intensity (in/hr) 8.63 8.63 8 .63 8 .63 8 .63 Supply Q (cfs) 0 .000 0 .000 0 .000 0 .000 0.000 Total Q (cfs) 1.166 1. 619 7.801 2 .396 6 .005 =============================================================================== Inlet ID B-4 Inlet Type Curb Inlet Slopes Gutter Length Long Trans n Depr. (ft) (%) (%) (ft) 5 .00 0.80 3.50 0 .014 0.67 On Grade Inlets Conmputation Data. Grate Width Type (ft) n/a n/a Pond Width Allowed (ft) 13 .00 Critic Elev. (ft) 318.31 ================================================================================= Inlet ID B-4 Inlet Type Curb Total Q (cfs) 2.396 Intercept Ca pacity (cfs) 2 .393 Sag Inlets Configuration Data . Q Bypass Allow Actual (cfs) (cfs) 2 .000 0 .003 To Inlet Required ID Length (ft) B-3 5.13 Actual Length (ft) 5.00 Ponded Width (ft) 7.00 ================================================================================== Inlet Inlet Length/ Grate Left-Slope Right-Slope Gutter Tn 'T'uni:> Pi=>rim . Jl.ri:>ri T.nnn 'T'rrin" T.nnn 'T'rrin" n ni:>nrW Depth Jl.11 nwi:>rl Critic Rli=>v stmOutput.txt (ft) (sf) (%) (%) (%) (%) (ft) (ft) (ft) ---------------------------------------------------------------------------------- B-1 Curb 5.00 n/a 0.90 2.00 0.50 2.00 0.014 2.00 0.50 316.70 B-2 Curb 5.00 n/a 0.90 2.00 0.50 2.00 0.014 2.00 0.50 316.70 B-3 Curb 15.00 n/a 0.60 2.00 0.60 2.00 0.014 1. 50 0.50 316.51 B-5 Curb 10.00 n/a 0.84 3.00 0.84 3.00 0.014 2.00 0.50 319.00 ---------------------------------------------------------------------------------- Sag Inlets Computation Data. ================================================================================ Inlet Inlet Length Grate ID Type Perim Area (ft) (ft) (sf) Total Q Inlet Capacity (cfs) (cfs) Total Head (ft) Ponded Width Left Right (ft) (ft) -------------------------------------------------------------------------------- B-1 Curb 5.00 n/a n/a 1.166 6.993 0.151 5.70 6.35 B-2 Curb 5.00 n/a n/a 1.619 6.993 0.189 6.45 7.20 B-3 Curb 15.00 n/a n/a 7.804 14.393 0.332 12.55 12.55 B-5 Curb 10.00 n/a n/a 6.005 11. 059 0.333 8.30 8.30 Cumulative Junction Discharge Computations ================================================================================= Node Node Weighted Cumulat. Cumulat. Intens. User Additional Total I. D. Type C-Value Dr.Area Tc Supply Q Q in Node Disch. (acres) (min) (in/hr) cfs) (cfs) (cfs) --------------------------------------------------------------------------------- B-1 Curb 0.675 3.26 11. 07 8.27 0.000 0.00 18.191 B-2 Curb 0.670 3.08 10.95 8.31 0.000 0.00 17.150 B-3 Curb 0.663 2.83 10.85 8.34 0.000 0.00 15.657 OUT2 JnctBx 0.675 3.26 11. 07 8.27 0.000 0.00 18.191 B-4 Curb 0.676 1. 44 10.22 8.56 0.000 0.00 8.325 B-5 Curb 0.650 1. 07 10.00 8.63 0.000 0.00 6.005 Conveyance Configuration Data ================================================================================== Run# Node I.D. Flowline Elev. US DS US DS Shape # Span Rise Length Slope n value (ft) (ft) (ft) (ft) (ft) (%) 1 B-1 OUT2 311.25 311. 00 Circ 1 0.00 2.50 50.00 0.50 0.012 2 B-2 B-1 311.58 311. 35 Circ 1 0.00 2.50 45.00 0.51 0.012 3 B-3 B-2 312.38 312.08 Circ 1 0.00 2.00 44.51 0.67 0.012 4 B-4 B-3 314.06 312.48 Circ 1 0.00 2.00 221.63 0.71 0.013 5 B-5 B-4 314.65 314.16 Circ 1 0.00 2.00 70.85 0.69 0.013 Conveyance Hydraulic Computations. Tailwater = 310.300 (ft) ================================================================================== Page 2 stmOutput.txt Hydraulic Grade line Depth Ve l ocity Jun e Run# us Elev OS Elev Fr .Slope Unif . Actual Unif. Actual Q Cap Loss (ft) (ft) (%) (ft) (ft) (f/s) (f/s) (cfs) (cfs) (ft) ---------------------------------------------------------------------------------- 1* 312 .62 312.37 0.168 1. 37 1. 37 6 .62 6 .62 18 .19 31. 42 0.000 2* 312 .89 312.66 0.149 1. 31 1. 31 6 .59 6.59 17.15 31 .77 0.000 3* 313.71 313.41 0.408 1. 33 1. 33 7 .07 7 .07 15 .66 20.12 0 .000 4* 314.98 313.71 0.135 0 .92 1. 23 5 .88 4 .12 8.33 19 .10 0 .000 5* 315.43 314.98 0.070 0 .78 0 .82 5.32 4.93 6.01 18 .82 0.000 ================================================================================== OUTPUT FOR ANALYSYS FREQUENCY of: 100 Years ============================================= Runoff Computation for Analysis Frequency. ============================================================================= ID c Value B-1 0 .75 B-2 0.75 B-3 0.65 B-4 0 .75 B-5 0 .65 Area (acre) 0.18 0 .25 1. 39 0 .37 1. 07 Tc (min) 10.00 10 .00 10.00 10 .00 10 .00 On Grade Inlet Configuration Data Tc Used (min) 10 .00 10.00 10.00 10 .00 10 .00 Intensity (in/hr) 11. 64 11. 64 11. 64 11. 64 11. 64 Supply Q (cfs) 0.000 0.000 0 .000 0 .000 0 .000 Total Q (cfs) 1. 571 2 .182 10.516 3.230 8.095 =============================================================================== Inlet ID B-4 Inlet Type Curb Inlet Slopes Gutter Length Long Trans n Depr. (ft) (%) (%) (ft) 5 .00 0 .80 3.50 0.014 0.67 On Grade Inlets Conmputation Data . Grate Width Type (ft ) n/a n/a Pond Width Allowed (ft) 13.00 Critic Elev. (ft) 318.31 ================================================================================= Inlet ID B-4 Inlet Type Curb Total Q (cfs) 3.230 Intercept Capacity (cfs) 3 .111 Sag Inlets Configuration Data . Q Bypass Allow Actual (cfs) (cfs) 2 .000 0 .119 To Inlet Required ID Length (ft) B-3 5 .95 Actual Length (ft) 5 .00 Ponded Width (ft) 7.83 ================================================================================== Inlet Inlet Length/ Grat e Left-Slope Right-Slope Gutter Depth Critic Page 3 stmOutput.txt ID Type Perim. Area Long Trans Long Trans n DeprW Allowed Elev. (ft) (sf) (%) (%) ( % ) (%) (ft) (ft) (ft) ---------------------------------------------------------------------------------- B-1 Curb 5.00 n/a 0.90 2.00 0.50 2 .00 0.014 2.00 0.50 316 .70 B-2 Curb 5.00 n/a 0.90 2.00 0.50 2.00 0.014 2.00 0.50 316.70 B-3 Curb 15.00 n/a 0.60 2.00 0.60 2.00 0 .014 1. 50 0.50 316.51 B-5 Curb 10.00 n/a 0.84 3.00 0.84 3.00 0.014 2.00 0.50 319.00 ---------------------------------------------------------------------------------- Sag Inlets Computation Data. ================================================================================ Inlet Inlet ID Type B-1 B-2 B-3 B-5 Curb Curb Curb Curb Length Grate Perim Area (ft) (ft) (sf) 5.00 5.00 15.00 10.00 n/a n/a n/a n/a n/a n/a n/a n/a Total Q Inlet Capacity (cfs) (cfs) 1. 571 2 .182 10.635 8.095 6.993 6.993 14.393 11.059 Cumulative Junction Discharge Computations Total Head (ft) 0 .185 0.230 0.409 0.406 Ponded Width Left Right (ft) (ft) 6.40 7.20 14 .10 9.30 7.15 8 .05 14.10 9.30 ================================================================================= Node Node Weighted Cumulat. Cumulat. Intens. User Additional Total I.D. Type C-Value Dr.Area Tc Supply Q Q in Node Disch. (acres) (min) (in/hr) cfs) (cfs) (cfs) --------------------------------------------------------------------------------- B-1 Curb 0.675 3.26 11. 00 11.19 0.000 0.00 24.608 B-2 Curb 0.670 3.08 10.89 11. 24 0.000 0 .00 23.192 B-3 Curb 0.663 2.83 10.79 11. 28 0.000 0.00 21 .169 OUT2 JnctBx 0.675 3.26 11. 00 11.19 0.000 0.00 24 .608 B-4 Curb 0.676 1. 44 10.20 11. 54 0 .000 0.00 11.232 B-5 Curb 0 .650 1. 07 10.00 11.64 0.000 0.00 8.095 Conveyance Configuration Data ================================================================================== Run# Node I.D. Flowline Elev. US OS US OS Shape # (ft) (ft) 1 B-1 OUT2 311. 25 311. 00 Circ 1 2 B-2 B-1 311. 58 311.35 Circ 1 3 B-3 B-2 312.38 312.08 Circ 1 4 B-4 B-3 314.06 312.48 Circ 1 5 B-5 B-4 314.65 314.16 Circ 1 Conveyance Hydraulic Computations. Tailwater Page 4 Span Rise (ft) (ft) 0.00 2.50 0 .00 2.50 0 .00 2 .00 0.00 2 .00 0.00 2 .00 Length (ft) 50.00 45.00 44.51 221.63 70.85 310 .870 (ft) Slope (%) 0.50 0.51 0.67 0.71 0.69 n value 0.012 0.012 0.012 0.013 0 .013 stmOutput .txt ================================================================================== Hydraulic Gradeline Depth Run# US Elev OS Elev Fr.Slope Unif. Actual (ft) (ft) (%) (ft) (ft) 1* 312.91 312 .66 0.307 1. 66 1. 66 2* 313 .16 312 .93 0.272 1. 58 1. 58 3 314.13 313 .73 0 .746 1. 75 1. 75 4* 315.16 314 .13 0 .246 1.10 1. 65 5* 315.57 315.16 0.128 0.91 1. 00 Velocity Unif . Actual (f/s ) (f/s) 7 .11 7 .11 7.08 7.08 7.26 7 .26 6 .33 4.05 5 .79 5.14 Q (cfs) 24 .61 23.19 21.17 11. 23 8.10 Cap (cfs) 31. 42 31. 77 20 .12 19.10 18.82 June Loss (ft) 0 .000 0.000 0.000 0.000 0.000 ===================================END============================================ * Super critical flow . NORMAL TERMINATION OF WINSTORM . Warning Messages for current project : Runoff Frequency of: 10 Years Capacity of grade inlet exceeded at inlet Id= B-4 Computed right ponded width exceeds allowable width at inlet Id= B-3 Computed left ponded width exceeds allowable width at inlet Id= B-3 Tailwater set to uniform depth elevation = 312 . 37 (ft). Runoff Frequency of: 100 Years Capacity of grade inlet exceeded at inlet Id= B-4 Computed right ponded width exceeds allowable width at inlet Id= B-3 Computed left ponded width exceeds allowable width at inlet Id= B-3 Tailwater set to uniform depth elevation= 312 .66(ft) Run# 3 Insufficient capacity. Page 5 ,. Water & Sanitary Sewer Report FOR CREEK MEADOWS SUBDIVISION Section 2, Phase Two College Station Brazos County, Texas February 19, 2014 Prepared For: Creek Meadow Partners, L.P. c/o Oldham Goodwin Group, LLC 2800 South Texas Avenue, Suite 401 Bryan, TX 77802 Prepared By: RME Consulting Engineers Texas Firm Registration No. F-4695 P.O. Box 9253 College Station, TX 77845 RME No. 260 -0504 .. Water & Sanitary Sewer Report CREEK MEADOWS SUBIDIVISION Section 2, Phase Two College Station Brazos County, Texas TABLE OF CONTENTS: PAGE 1.0 General Information ..........................................•........................•.................................................................. l 1.1 Scope of Report and Proposed Development .......................................................................................... 1 1.2 Site and General Location ....................................................................................................................... 2 1.3 Description of Existing Conditions .......................................................................................................... 2 1.4 Existing Water Distribution System ........................................................................................................ 2 1.5 Existing Sanitary Sewer Collection System ............................................................................................ 3 2.0 Water System Improvements ........................................................................................................................ 3 2.1 Proposed Water System Configuration .................................................................................................... 3 2.2 Domestic Water Supply Requirements .................................................................................................... 4 2.3 Fire Flow Requirements .......................................................................................................................... 4 2.4 Hydraulic Modeling Methodology .......................................................................................................... 4 2.5 Modeling Results & Conclusions ............................................................................................................ 4 3.0 Sanitary Sewer Improvements ...................................................................................................................... 5 3.1 Proposed Sanitary Sewer Configuration .................................................................................................. 5 3.2 Sanitary Sewer Flow Calculations ........................................................................................................... 5 3.3 Hydraulic Modeling Methodology .......................................................................................................... 6 3.4 Modeling Results & Conclusions ............................................................................................................ 6 ATTACHMENTS: Vicinity Map Proposed Water System Map KYPIPE Hydraulic Analysis Data Proposed Sanitary Sewer System Map WINSTORM Hydraulic Analysis Data 260-0504 Water-Sewer Report-S2P2.docx Page - i .f'. Water & Sanitary Sewer Report CREEK MEADOWS SUBIDIVISION Section 2, Phase Two College Station Brazos County, Texas 1.0 GENERAL INFORMATION 1.1 Scope of Report and Proposed Development: This report addresses the water and sanitary sewer improvements for the Creek Meadows Subdivision Section 2, Phase Two development conditions. This new development will consist of 37 lots. Currently, the subject site is undeveloped with rural residential subdivision surrounding most of the proposed master planned subdivision. Within the master planned subdivision of Creek Meadows, and at the time of this report, the following phases are fully built and accepted by the City of College Station or nearing construction completion: • Section IA, Phase One & Two; • Section lB, Phase One thru Four (all phases); • Section 2, Phase IA, lB, & 3; • Section 4, Phase 1, 2A, 2B, 2C, 3A & 4; • Section 5, Phase One; • Section 5, Phase Two (under permit review); The proposed development and correlating water and sanitary sewer improvements are designed and analyzed in accordance with the criteria outlined in the "B/CS Unified Technical Specifications and Design Guidelines" (UTSDS) manual of the City of College Station (CoCS) and Chapters 290 & 317 of the Texas Commission on Environmental Quality (TCEQ) Rules & Regulations. 1.2 Site and General Location: The proposed development, Creek Meadows Subdivision (Section 2, Phase Two) consists of a 7.809 acre tract of land wholly contained within a 171.043 acre parent tract of the master planned subdivision. The parent tract is bordered by Greens Prairie Trail to the East, Royder Road to the South and Southwest, and Greens Prairie Road West to the West. Adjacent developments, all of which are rural residential, consist of Royder Ridge to the South, Woodlake to the East, and Wellborn Oaks to the Northeast. Access to the subdivision will be accomplished by Royder Road, Greens Prairie Trail and Greens Prairie Trail West. The subject development, Creek Meadows Subdivision -Section 2, Phase Two, is generally south of the platted Greens Prairie Trail West. A Vicinity Map, for this project site, is provided and is located in the "Attachment" 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 260-0504 Water-Sewer Report-S2P2.docx Page -1 Creek Meadows Subdivision -Section 2, Phase Two Water & Sanitary Sewer Report RME Consulting Engineers February 19, 2014 County, TX. These Construction Drawings are included as part of this Water & Sanitary Sewer Report by reference. 1.3 Description of Existing Conditions: The 171.043-acre parent tract, which contains the proposed development of Creek Meadows Subdivision (Section 2, Phase Two), is a moderately well sloping (approximately 1.5%) undeveloped site with natural and improved drainage systems that convey runoff to Peach Creek South Tributary 20. Post-development runoff, from the site, flows through proposed and existing storm sewer, to this tributary that meanders along the subdivision's western property line. The proposed development area is unimproved with land-cover general consists of open grassy areas with some thick brush, weeds, and trees along the unnamed tributary. Elevations range on the master planned subdivision from approximately 31 7' Mean Sea Level (MSL) to approximately 323' MSL. 1.4 Existing Water Distribution System: The project site is moderately well served by existing water lines. The utility provider, for water service, will be Wellborn S.U.D. The existing water supply lines are summarized as follows: I . A 16" water line borders along the entire northeast and northwest property line of the 171.043 acre parent tract. The northwest section of this 16" water line parallels Greens Prairie Road West and is wholly contained within a 15 ' and I6' Public Utility Easement. A portion of this water line was relocated due to right-of-way dedication of Section IA, Phase One of Creek Meadows; 2. A 12" PVC water line extends along the entire east property line of the 171.043 acre parent tract and parallels Greens Prairie Trail. This I2" water line is connected to the before mentioned 16" water line and is wholly contained within a I5' Public Utility Easement; 3. A 6" PVC water line meanders along the prescriptive right-of-way of Royder Road which was installed in the fall of 2007 and replaced an existing 2" and 3" water line; 4. In addition to these primary trunk "supply" lines numerous 8", 6'', 4" and 3" supply lines have been installed through Section IA, Phase One and Two, Section lB (all phases), Section Four (Phase I, 2A-2C, 3A & 4), and Section 2, Phase IA & IB. The KYPIPE model reflecting these existing improvements will be expanded upon to integrate the proposed improvements scheduled for Section 2, Phase Two. Flow tests were obtained from the Wellborn S.U.D. from a fire hydrant installed along the I2" PVC water line that is located on the east side of Greens Prairie Trail and parallel to the subject property's west boundary line. This fire hydrant was installed at the tie-in point of the 8" PVC waterline located across from North Creek Meadow Boulevard. Since the time of the original flow test the fire hydrant has been removed and this 8" waterline extension has been installed. This flow test was conducted on December 28, 2006 by Wellborn S.U.D. by Mr. Steven Cast and witnessed by this office. The flow data is summarized below in Table #I -Flow Test Data. 260-0504 Water-Sewer Report-S2P2.docx Page -2 _, . Creek Meadows Subdivision -Section 2, Phase Two Water & Sanitary Sewer Report TABLE#l FLOW TEST DATA Flow Pilot Hydrant Reading Flow No. Location (psi) (gum) FH"A" Greens Prairie Trail 67 1360 Static Fire Hydrant No. Res. RME ConsuJting Engineers February 19, 2014 Static Residual Pressure Pressure (psi) (psi) 74 70 Note: The reported flow is from the 2.5" nozzle of the identified flow hydrant; 1.5 Existing Sanitary Sewer Collection System: The proposed sanitary sewer collection system, for Section 2, Phase Two, will discharge into a proposed and/or existing collection system and ultimately to the Creek Meadow Lift Station, constructed in Section 1 B. From the Creek Meadow Lift Station sanitary sewer is then pumped, via a 6" PVC force main, to the existing collection system of the Castlegate Subdivision, Section 6. The Section 1 B sanitary sewer collection system, Creek Meadows Lift Station, and associated improvements, have been approved by the CoCS-Planning & Development Services at the time of this report have been constructed, inspected and accepted by CoCS. Subsequently this sewer study will also be in accordance with the approved CM & CG2 Forcemain & Lift Station Study (dated 9/11/13). 2.0 WATER SYSTEM IMPROVEMENTS 2.1 Proposed Water System Configuration: A existing 8" water line was installed and terminated with a blow-off valve at the existing north and south ends of Baker Meadow Loop (Section 2, Phase Two & Section 2, Phase lA respectively). Also, there is an existing 8" water line at the current SE comer of Creek Meadow Blvd. N. and Flint Creek Dr. These termini were intended for the future extension of water distribution into the subject development. A proposed 8" water line, within the subject development, will be extended and connect to the existing 8" water lines. The general requirements of the UTSDG for water line design layout are briefly listed as follows: • 4" water lines will be installed where the service length is less than or equal to five hundred (500') feet; • 6" water lines may be allowed up to a maximum of 1,500 feet in length and must connect at each end to an 8 inch or larger main and shall have no more than 2 fire hydrants or flushing points. Where it is not possible to meet this requirement, a 6- inch main may be extended to a maximum of 800 feet in length and shall terminate with a frre hydrant or blow-off assembly; • Fire hydrants will be installed so that no residence is greater than five hundred (500') from a hydrant. Each frre hydrant will be analyzed to provide a fire flow of 1,000 gpm. 260-0504 Water-Sewer Report-S2P2.docx Page -3 Creek Meadows Subdivision -Section 2, Phase Two Water & Sanitary Sewer Report RME Consulting Engineers February 19, 2014 As mentioned earlier the water distribution system will provide fire protection and domestic water service. The Water System Map is included in the "Attachment" portion of this report and more fully details the proposed water system improvements. The proposed water lines, and appurtenances, will be constructed and installed in accordance with the UTSDG. Unless specifically identified on the Construction Drawings, the proposed water lines will be of type PVC AWWA C900 DR14 water line pipe. Public utility lines will be installed in existing public utility easements or placed in proposed public utility easements which will be dedicated by plat or by separate instruments. 2.2 Domestic Water Supply Requirements: An average daily water consumption of 1.5 gpm per connection or dwelling unit will be utilized for analysis of the proposed water distribution system at normal conditions. During static conditions a minimum 35 psi pressure rating will be maintained. 2.3 Fire Flow Requirements: The fire flow demand, for the proposed development, will require that each residence be protected by a minimum 1,000 gpm. During fire flow conditions the minimum static pressure shall not be less than 20 psi. 2.4 Hydraulic Modeling Methodology: As allowed in the UTSDG a water distribution computer model was used to determine pressure and flow results for the proposed water system. The hydraulic analysis and corresponding results were determined by using the KYPIPE hydraulic program, for water systems. Using the calculated domestic water demand and fire flow requirements, the proposed water system was analyzed, with KYPIPE, to determine if it met the minimum design criteria set forth in the UTSDG. These minimum criteria are summarized as follows . Since the irrigation is relatively small in comparison to other flows , and infrequent in use, it was not considered in the analysis. 1. Under normal flow conditions the residual pressures in the area, serviced by the proposed system, must meet TCEQ requirements at all times thus providing a minimum static pressure of 35 psi; 2. During frre flow conditions, the proposed system and adjacent infrastructure must provide the required fire flow with a minimum residual pressure of 20 psi; 3. At all analyzed conditions, no water line shall have a velocity greater than 12 fps in both existing and proposed mains; 2.5 Modeling Results & Conclusions: Utilizing the original KYPIPE model and expanding it to include Section 2, Phase Two water demands, and frre flow requirements, for the proposed water system improvements, and adjacent infrastructure, it was determined to adequately meet or positively exceed the minimum design standards. KYPIPE Hydraulic Analysis Dat~ resulting from both domestic water demands and all fire flow conditions are contained in this report in the 260-0504 Water-Sewer Report-S2P2.docx Page -4 Creek Meadows Subdivision -Section 2, Phase Two Water & Sanitary Sewer Report RME Consulting Engineers February 19, 2014 "Attachment" portion. Resulting summary information for both conditions are illustrated below in Table #2 -Water System Summary and identify the "worse-case" location in the proposed distribution system (lowest pressure node or highest velocity in pipe). The entire water system model, for each scenario is fully contained with the KYPIPE Hydraulic Analysis Data. TABLE#2 WATER SYSTEM SUMMARY PIPE DATE NODE DATA Scenerio KYPIPE Section I Pipe Size Velocity Node Number Name Phase (in Name DOMESTIC FLOW CONDITION P-41 lB/l 6 36.00 1.63 J-1 FIRE FLOW CONDITIONS P-98 S2P2 8 496.82 6.75 J-1 Domestic Flow Scenario: 1. Domestic design flows at completion of Section 2, Phase Two; Fire Flow Scenario: 1. 1,000 gprn from FH-30-Section 2, Phase Two; 3.0 SANITARY SEWER IMPROVEMENTS 3.1 Proposed Sanitary Sewer Configuration: Residual Pressure si) 67.56 67.09 The proposed sanitary sewer collection system, for Creek Meadows -Section 2, Phase Two, will consist of a 6" sanitary sewer line extension. These sanitary sewer line extensions will be expansions of the existing Creek Meadows collection system which conveys sewer in a generally southern direction to the subdivision Lift Station located on the south side of Greens Prairie Trail near the southwest comer of the master planned subdivision. The Sanitary Sewer System Map is included in the "Attachment" portion of this report and more fully details the proposed sanitary sewer system improvements. The proposed sanitary sewer lines, and appurtenances, will be constructed and installed in accordance with the UTSDG. Unless specifically identified on the Construction Drawings, the proposed sanitary sewer lines will be of type PVC SDR-26, ASTM D3034 sewer line pipe. Public utility lines will be installed in existing public utility easements or placed in proposed public utility easements which will be dedicated by plat or by separate instruments. 3.2 Sanitary Sewer Flow Calculations: The sanitary sewer requirements, for the master planned development, were derived by Method 2 -"Land Use Determination" of the UTSDS. Resulting average sanitary sewer flow values were calculated, for all complete or permitted phases, and the results are summarized in Table #3 -"Sanitary Sewer Flows" shown below. As calculated, the ultimate Average Daily Flow (ADF) for these sections of the Creek Meadows subdivision is 134,568 gpd and a 2-Hour Peak Flow (PF) at 0.83 cfs. 260-0504 Water-Sewer Report-S2P2.docx Page -5 Creek Meadows Subdivision -Section 2, Phase Two Water & Sanitary Sewer Report RME Consulting Engineers February 19, 2014 TABLE #3 -SANITARY SEWER FLOWS verage verage 2-Hour Daily Flow Dwelling Daily Flow Peak Flow Peak Flow Section/Phase (gpd/cap) Units (gpd) (gph) (cfs) Sec. IA, Ph. I & 2 100 96 25,632 4,272 0.16 Sec. l B, Phase 1-4 100 112 29,904 4,984 0.19 Sec. 2, Ph I A, 18, & 3 JOO 89 23,763 3,961 0.15 Sec. 2, Ph 2 100 37 9,879 1,647 0.06 Sec. 4, Ph I, 2A, 2C 100 73 19,491 3,249 0.12 Sec. 4, Ph3A&4 100 39 10,413 1,736 0.06 Sec. 5, Ph I 100 32 8,544 1,424 0.05 Sec. 5, Ph 2 100 26 6,942 1,157 0.04 TOTAL EXPECTED FLOWS= 504 134,568 22,428 0.83 Flow Determination Notes: 1) Residential density is at 2.67 capita/Dwelling Unit; 2) Commercial uses were estimated at 30 capita/acre; 3) Average Daily flows, for each use, were assigned per Table III-"Average Wastewater Generations" per the UTSDS; 4) Peaking factor of 4.0 was applied to the Average Daily Flows to determine the Peak Flow which is used for line sizing; 3.3 Hydraulic Modeling & Methodology: As allowed in the UTSDG, a hydraulic computer model was used to determined flow results for the proposed sanitary sewer collection lines. The hydraulic analysis and corresponding results were determined by using the WINSTORM hydraulic program, for stormwater modeling. Though this TxDOT program's typical use is for modeling gravity stormwater systems it can easily be applied for hydraulic modeling of gravity sewer systems. Peak sewer flows were directly inputted at manholes in lieu of flows being generated by hydrological equations at logical locations along the proposed sewer lines. 3.4 Modeling Results & Conclusions: Using the original WINSTORM model and expanding it to include Creek Meadows - Section 2, Phase Two, sanitary sewer flows were input into the proposed sewer system and it was determined that the proposed expanded system has adequate capacity. WINSTORM Hydraulic Analysis Dat~ as resulting from sanitary sewer analysis, is contained in this report in the "Attachment" portion. Resulting summary information is illustrated below in Table #4-Sanitary Sewer Summary. As report above in Table #3 there are 504 dwelling units either platted or permitted for platting (which includes Section 2, Phase Two). These dwelling units will be the equivalent of 0.83 cfs (372 gpm) at Peak Flow (PF=4). Utilizing a PF=3 (Peaking Factor for design capacity of the lift station system) the flows are reduced to 279 gpm. The subdivision Lift Station has a firm pumping capacity of 315 gpm (and receiving system of Castle Gate) which illustrates that this flow will be acceptable for the current pumping system. 260-0504 Water-Sewer Report-S2P2.docx Page -6 Creek Meadows Subdivision -Section 2, Phase Two Water & Sanitary Sewer Report TABLE#4 RME Consulting Engineers February 19, 2014 SANITARY SEWER SUMMARY Upstream Downstream Pipe Size Slope Q Capacity Velocity Element Element (in) (%) (cfs) (cfs) (fps) MH-1 MH-lB 8 2.00 0.31 1.73 3.73 MH-IB MH-2 8 2.00 0.33 1.73 3.77 MH-2 MH-3 8 0.62 0.33 0.96 2.46 MH-3 MH-4 8 0.60 0.46 0.95 2.69 MH-4 MH-5 8 0.61 0.48 0.95 2.71 MH-5 MH-6 8 0.60 0.49 0.95 2.71 MH-6 MH-7 8 0.60 0.50 0.95 2.72 MH-7 MH-8 8 0.60 0.51 0.95 2.75 MH-8 MH-9 8 0.60 0.53 0.95 2.76 ,.... MH-9 MH-10 8 0.60 0.55 0.95 2.81 'P Q) MH-lO MH-ll 8 0.60 0.76 0.95 3.00 c ::i MH-11 MH-12 8 0.60 0.78 0.95 3.00 .... MH-12 MH-13 lO 0.40 0.80 1.37 2.65 Q) ~ MH-13 MH-14 10 0.40 0.81 1.37 2.63 Cf) ~ MH-14 MH-15 10 0.40 0.92 1.37 2.70 ~ MH-15 MH-16 10 0.40 0.92 1.38 2.75 ·c: MH-16 MH-17 10 0.40 0.93 1.37 ro 2.71 Cf) MH-17 MH-18 10 0.40 0.97 1.37 2.73 MH-18 MH-19 JO 0.40 1.02 1.37 1.88 MH-19 MH-20 10 0.40 1.60 1.37 2.96 MH-20 MH-21 10 0.40 1.61 1.36 2.97 MH-21 MH-22 10 0.95 1.62 2.12 4.30 MH-22 MH-23 JO 0.95 1.62 2.11 4.30 MH-23 MH-24 10 0.95 l.70 2.11 4.34 MH-24 MH-25 10 0.93 1.70 2.09 4.31 MH-25 LS 12 1.10 1.70 3.74 4.65 -N MH-26 MH-27 8 0.40 0.44 0.77 2.25 'P MH-27 MH-28 8 0.40 0.49 0.77 2.34 Q) MH-28 MH-29 8 0.40 0.49 0.77 2.34 c ::i MH-29 MH-30 8 0.40 0.50 0.78 2.33 .... Q) ~ MH-30 MH-31 8 0.40 0.50 0.77 2.33 Cf) MH-31 MH-32 8 0.40 0.50 0.77 2.33 ~ MH-32 MH-33 8 0.40 0.52 0.78 2.36 ~ ·c: MH-33 MH-34 8 0.40 0.53 0.77 2.35 ro Cf) MH-34 MH-19 8 0.40 0.54 0.78 2.38 -"S3" MH-35 MH-18 6 0.79 0.04 0.50 0.55 -MH-36 MH-37 6 1.00 0.00 0.56 0.64 ~ MH-37 MH-38 6 1.00 0.02 0.56 1.25 'P MH-38 MH-17 6 1.00 0.03 0.56 1.46 -"SS" MH-39 MH-11 6 1.14 0.00 0.60 0.76 -Co MH-40 MH-41 8 0.40 0.18 0.77 1.78 Cf) MH-41 MH-10 8 0.40 0.19 0.78 1.80 260-0504 Water-Sewer Report-S2P2.docx Page -7 Creek Meadows Subdivision -Section 2, Phase Two Water & Sanitary Sewer Report TABLE#4 RME Consulting Engineers February 19, 2014 SANITARY SEWER SUMMARY Upstream Downstream Pipe Siz.e Slope Q Capacity Velocity Element Element (in) (%) (cfs) (cfs) (fps) ;:..... MH-42 MH-43 8 0.40 0.00 0.77 0.39 (/J MH-43 MH-3 8 0.40 0.00 0.77 0.01 ...;;__ MH-44 MH-45 6 2.14 0.00 0.82 0.96 Co MH-45 MH-46 6 1.00 0.05 0.56 1.73 (/J MH-46 MH-3 6 0.98 0.09 0.55 2.09 -"S9" MH-47 MH-45 6 1.01 0.01 0.56 1.21 -MH-48 MH-49 6 0.90 0.00 0.53 0.76 b MH-49 MH-50 6 1.01 0.00 0.57 0.82 ..-(/J MH-50 MH-51 6 0.99 O.Dl 0.56 l.18 Q) c MH-51 MH-52 6 1.00 0.02 0.56 1.25 :.:J MH-52 MH-32 8 0.40 0.02 0.78 0.19 -"S12 MH-53 MH-29 6 1.00 0.00 0.56 0.64 -M MH-54 MH-55 6 0.80 0.00 0.50 0.64 ..-(/J MH-55 MH-56 6 0.80 0.02 0.50 1.17 Q) MH-56 MH-57 6 0.80 0.03 0.50 1.40 c :.:J MH-57 MH-27 8 0.40 0.04 0.78 0.35 -MH-58 MH-26 8 0.40 0.37 0.78 2.29 ..-(/J MH-59 MH-58 6 0.80 0.37 0.50 2.86 I ..-MH-60 MH-59 6 0.80 0.11 0.50 1.72 a.. MH-61 MH-60 6 0.53 0.10 0.41 0.84 ""'" (/J MH-62 MH-61 6 0.31 0.01 0.31 0.05 -N MH-63 MH-59 6 LOO 0.24 0.56 2.34 'fJ MH-65 MH-63 6 0.80 0.23 0.50 2.51 I MH-66 MH-65 6 0.80 0.23 0.50 2.49 N a.. MH-67 MH-66 6 0.50 0.20 0.40 2.01 ""'" (/J MH-68 MH-67 6 0.50 0.19 0.40 2.00 c:;-MH-64 MH-61 6 0.80 0.08 0.50 1.87 ~ ~ MH-73 MH-64 6 0.80 0.08 0.50 1.87 "3i MH-71 MH-73 6 0.80 0.07 0.50 L79 ~ MH-69 MH-66 6 0.80 0.01 0.50 0.23 "' 0.. .... MH-70 MH-69 6 0.80 0.00 0.50 0.68 ., -S4P2-"ffi" MH-72 MH-73 6 1.80 0.01 0.75 1.36 -S2P1A MH-74 MH-9 6 LOO 0.01 0.56 0.95 -S1AP3 MH-75 MH-76 6 1.52 0.01 0.69 1.26 -~ MH-76 MH-77 6 1.38 0.03 0.66 L78 Cl. MH-77 MH-78 6 1.55 0.04 0.70 1.90 ~ Ci) MH-78 MH-79 6 0.80 0.06 0.50 1.76 ~ MH-79 MH-80 6 0.80 0.15 0.50 2.24 Cl. "3i MH-80 MH-68 6 0.80 0.18 0.50 2.37 S1AP3 MH-81 MH-82 6 1.52 0.00 0.69 0.85 """"in" MH-82 MH-83 6 l.17 0.04 0.61 1.73 .... 0.. < MH-83 MH-84 6 1.69 0.05 0.73 2.14 ;;; 260-0504 Water-Sewer Report-S2P2.docx Page -8 Creek Meadows Subdivision -Section 2, Phase Two Water & Sanitary Sewer Report RME Consulting Engineers February 19, 2014 TABLE#4 SANITARY SEWER SUMMARY Upstream Downstream Pipe :size :Slope Q Capacity Velocity Element Element (in) (%) (cfs) (cfs) (fps) S1AP4B MH-84 MH-79 6 0.89 0.08 0.53 1.96 MH-85 MH-82 6 1.50 0.01 0.69 1.36 -MH-86 MH-87 6 0.80 0.08 0.50 1.87 MH-87 MH-88 6 0.80 0.13 0.50 2.16 <( MH-88 MH-89 6 0.80 0.19 0.50 2.38 ..-0.. MH-89 MH-90 6 0.80 0.19 0.50 2.38 (.) ..-MH-90 MH-91 6 0.80 0.31 0.51 2.71 (/) MH-91 MH-92 6 0.82 0.31 0.51 2.73 MH-92 MH-1 8 1.00 0.31 1.23 2.90 MH-96 MH-40 8 0.40 0.18 0.77 1.56 co MH-95 MH-96 8 0.40 0.17 0.78 1.54 ..-MH-97 MH-95 6 2.00 0.01 0.79 1.13 0.. I MH-94 MH-95 8 0.40 0.16 0.77 1.48 N (/) MH-93 MH-94 6 0.80 0.13 0.49 1.72 MH-98 MH-94 6 0.80 0.01 0.50 1.06 MH-99 MH-93 6 1.00 0.07 0.56 1.93 (") MH-100 MH-99 6 1.00 0.04 0.56 1.69 0.. N MH-101 MH-100 6 1.00 0.02 0.56 1.36 (/) MH-102 MH-101 6 1.00 0.01 0.56 0.86 ..-MH-35 MH-103 6 1.00 0.04 0.56 1.64 0.. MH-103 MH-104 6 1.00 0.01 0.56 1.01 (") (/) MH-103 MH-105 6 1.00 0.03 0.56 1.46 MH-71 MH-106 6 0.80 0.07 0.46 1.67 "'1" MH-106 MH-107 6 2.00 0.04 0.79 2.15 <( (") MH-107 MH-108 6 1.80 0.02 0.76 1.66 0.. "l;f" MH-106 MH-109 6 2.00 0.01 0.79 l.56 (/) MH-107 MH-110 6 1.50 0.01 0.76 1.42 N MH-111 MH-4 6 2.00 0.01 0.79 1.20 [l. N MH-112 MH-7 6 1.00 0.01 0.56 1.02 (J) Sanitary Sewer Notes: l) Velocities within a proposed pipe runs (highlighted) that are below the required 2.0 fps meet or exceed the minimum required slope for a 6" sanitary sewer, but have so little Q from the upstream lots that it is impractical to achieve the required 2.0 fps. This deviation from the B/CS standards will be noted in the B/CS Acknowledgement Letter prepared by this office; 2) Manning's ''N" utilized for PVC pipe is 0.013; 260-0504 Water-Sewer Report-S2P2.docx Page -9 VICINITY MAP WE CREEK MEADOWS: SECTION 2, PH. TWO VICINITY MAP NOT TO SCALE WATER SYSTEM MAP KYPIPE HYDRAULIC ANALYSIS DATA DOMESTIC FLOW CONDITION * * * * * * * * * * * K Y P I P E 5 * * * * * * * * * * * * * * * Pipe Network Modeling Software Copyrighted by KYPIPE LLC Version 5 -February 2010 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Date & Time : Thu Feb 20 20:25 :08 2014 Master File : c :\users\rabon metcalf\rme\projects\260-0504 ogg-creek meadows- s2p2\engineering\0504-s2p2-water-021914.KYP\0504-s2p2-water-021914 .P2K ************************************************ S U M M A R Y 0 F 0 R I G I N A L D A T A ************************************************ u N I T s s P E C I F I E D FLOWRATE ................. gallons/minute HEAD (HGL) .............. feet PRESSURE ............... psig p I P E L I N E D A T A STATUS CODE : xx -CLOSED PIPE CV -CHECK VALVE p I p E NODE NAMES LENGTH DIAMETER ROUGHNESS MINOR N A M E #1 #2 (ft) (in) COEFF. LOSS COEFF. ------------------------------------------------------------------------------- P-1 R-1 J-1 500.00 16.00 135.9163 0.74 P-2 J-1 J-44 712.54 16.00 135.9163 3.57 P-3 J -3 J-2 195.00 16.00 135.9163 0.74 P-4 J-3 J-4 294.00 16.00 135. 9163 0.74 P-5 J-4 J-6 1207.00 16 .00 135.9163 2 .24 P-6 J-6 J-5 118. 00 6 .00 135.9163 0.91 P-7 J-5 FH-3 151. 50 8 .00 135.9163 0 .40 P-8 FH-3 J-7 411. 50 8 .00 135.9163 0 .74 P-9 J-7 FH-1 228.50 8.00 135.9163 0 .40 P-10 FH-1 J-4 291. 00 8.00 135.9163 0.00 P-11 J-7 J-8 161.50 3 .00 139.0000 0.00 P-12 J-5 J-9 304 .00 6 .00 139.0000 6.00 P-13 J-9 FH-2 73.00 6 .00 135.9163 0.74 P-15 FH-4 J-3 175.00 8 .00 135.9163 0 .00 P-16 J-11 J-50a 670.00 16.00 135.9163 0 .00 P-17 J-11 J-12 1320.00 12 .00 135.9163 0 .74 P-18 J-12 J-52 398.31 8.00 135.9163 1.14 P-19 J-13 FH-7 172. 00 8 .00 135.9163 6 .00 P-20 J-13 FH-16 344 .00 8 .00 135.9163 3 .57 P-21 J-14 J-10 147.00 3.00 139.0000 0 .00 P-22 J-14 FH-5 65.00 8 .00 135.9163 0.40 P-23 FH-5 FH-14 204.00 8 .00 135.9163 0.74 P-24 FH-14 J -16 134.00 8 .00 135.9163 0.74 P-25 J-16 FH-6 153.00 8 .00 135.9163 0 .00 P-26 FH-14 J-17 268 .00 3 .00 139.0000 0.00 P-27 J-16 J-18 356 .00 3 .00 139.0000 0.00 P-28 FH-7 FH-15 361.00 8 .00 135.9163 0.74 P-29 FH-15 FH-8 241.00 6 .00 135 .9163 0 .74 P-30 FH-8 J-20 176 .00 6.00 135.9163 0 .00 P-31 FH-15 J-21 321. 00 6 .00 135 .9163 0 .74 P-32 J-21 J-22 220 .00 3.00 139 .0000 0 .00 P-33 J-21 FH-9 205 .00 6 .00 135.9163 0 .00 DOMESTIC FLOW CONDITION P-34 FH-9 FH-13 510.00 8.00 135 .9163 9.91 P-35 FH-13 J -23 434 .00 8 .00 135.9163 6.74 P-36 FH-13 FH-10 527 .00 8.00 135.9163 9.74 P-37 FH-10 J-25 124.00 3 .00 139.0000 0 .00 P-38 FH-10 FH-11 358 .00 8 .00 135.9163 0 .74 P-39 FH-11 J -26 343.00 3 .00 139 . 0000 0 .00 P-40 FH-11 FH-12 464.00 8 .00 135.9163 0 .00 P-41 FH-12 J-28 245 .00 3 .00 139.0000 0.00 P-42 J-23 J-1 2842 .00 4.00 139.0000 0.00 P-43 J-12 J-27 1933.00 12.00 139.0000 0 .00 P-44 J-27 J -23 1640.00 4.00 139.0000 0.00 P-45 J-11 R-2 500.00 16.00 135.9163 0 .00 P-46 FH-16 J-14 332.00 8 .00 135. 9163 0 .00 P-47 FH-11 FH-lA 294 .00 8.00 139.0000 0 .74 P-48 FH-lA J-15 255.00 3.00 139.0000 0.74 P-49 FH-lA J-19 331. 00 6.00 139.0000 0.74 P-50 J-19 J-24 107.00 3.00 139.0000 0 .00 P-51 J-19 FH-2A 345.00 6.00 139.0000 0.17 P-52 FH-lA FH-3A 298 .00 8 .00 139.0000 0.17 P-53 FH-3A J-29 391. 00 3 .00 139.0000 0.74 P-54 FH-3A J -30 115 .00 8 .00 139.0000 0 .57 P-55 FH-3A J-31 375.00 6.00 139 .0000 0 .00 P-56 J-31 FH-2A 175.50 6.00 139 .0000 0.74 P-57 J-31 FH-4A 354.00 6.00 139.0000 1.14 P-58 FH-4A J -32 121. 00 8 .00 139.0000 0.00 P-59 FH-4A J-34 277 .00 8.00 139.0000 0.74 P-60 FH-6 J-33 115.00 8.00 137.3678 1.14 P-61 J-33 J-35 17 6. 00 6.00 137.3678 0.17 P-62 J-33 J -36 139 .00 8 .00 137 .3678 0 .57 P-63 J-36 S2P1A-FH1 110 .00 8 .00 137.3678 0 .57 P-64 J-36 J-38 262.00 4.00 137.3678 6.17 P-65 J-32 J-39 242.00 8 .00 139.0000 2 .25 P-66 J-39 FH-20 301. 00 8.00 139.0000 2 .24 P-67 FH-20 J-40 219.00 8.00 139 .0000 1. 32 P-68 J-40 J-37 151. 00 8 .00 139.0000 1. 32 P-69 J-40 J-42 295 .00 6.00 139.0000 0.17 P-70 J-42 FH-21 178.00 6.00 139 .0000 0 .91 P-71 FH-21 J-43 159.00 4.00 139.0000 0.00 P-72 J-37 FH-22 347.00 8 .00 139.0000 2 .24 P-73 FH-22 J-41 196.00 8.00 139.0000 0.74 P-74 J-42 J -45 209.00 6.00 139.0000 1.14 P-75 J-45 FH-23 199.00 6.00 139.0000 0.74 P-76 FH-23 J-44 249.00 6.00 139.0000 0.74 P-77 J-45 J-46 166.00 4.00 139.0000 0.17 P-78 J-37 J-47 480.00 6.00 139.0000 1. 09 P-79 J-35 FH-24 119.00 6 .00 137.3678 0.57 P-80 FH-24 J-49 235.00 4.00 137.3678 0 .00 P-81 FH-24 J-50 245.00 6.00 137 .3678 0.17 P-82 J-50 J-50a 449.00 6 .00 137 . 3678 0.74 P-83 J-50 FH-25 85.00 6.00 137.3678 0.74 P-84 FH-25 FH-26 656.00 6 .00 138.3882 0.00 P-85 FH-26 J-48 174.00 6 .00 138.3882 0 .57 P-86 J-48 J-5 159.00 8.00 138.3882 0 .00 P-87 FH-28 J -55 106.00 6.00 138 . 9145 0.00 P-88 J-52 J -13 100.00 8 .00 135 .9163 0.00 P-89 J-52 FH-27 104.00 8 .00 138.3882 0 .74 P-90 FH-27 J-53 514.00 8.00 138 .3882 0 .57 P-91 J-53 FH-8 62 .00 8.00 138.3882 0 .00 P-92 J-53 J-54 194.00 4.00 138.3882 0.00 P-93 J-30 FH-28 180.00 8.00 138 .9145 0 .74 P-94 FH-28 FH-29 341.00 6.00 138 .9145 0.74 P-95 FH-29 J-58 217 . 00 4.00 138.9145 0.00 P-96 FH-28 J-56 267 .00 4.00 138. 9145 0.00 P-97 FH-29 J-59 379.00 4.00 138.9145 0.00 P-98 J-59a FH-30 345.00 8 .00 140.0000 6.57 P-99 FH-30 J-34 200.00 8.00 140.0000 9.40 P-100 FH-30 J-60a 240.00 8.00 140.0000 0.57 P-101 J-60a J-61 151. 00 4.00 140 .0000 0.17 P-102 J-60a S2P1A-FH1 220.00 8 .00 140.0000 0.00 P-14A FH-2 J-47 417.50 6.00 135.9163 1. 31 P-14B J-47 FH-4 394.50 6.00 135 .9163 0.00 .. DOMESTIC FLOW CONDITION P-168 J-50a J-6 1000.00 16.00 137.3678 0.00 P-2B J-44 J-41 116.54 16.00 135.9163 0.00 P-2C J-41 J-2 1070.93 16.00 135.9163 0.00 P-87a J-48 J-59a 115. 00 8.00 138.3882 0.00 N 0 D E D A T A NODE NODE EXTERNAL JUNCTION EXTERNAL NAME TITLE DEMAND ELEVATION GRADE (gpm) (ft) (ft) --------------------------------------------------------------FH-1 0.00 333.00 FH-2 0.00 333.00 FH-3 0.00 326.00 FH-4 0.00 333.00 FH-5 0.00 313.00 FH-6 0.00 316.00 FH-7 0.00 309.00 FH-8 0.00 303.00 FH-9 0.00 307.00 FH-10 0.00 308.00 FH-11 0.00 313.00 FH-12 0.00 313.00 FH-13 16.50 305.00 FH-14 0.00 315.00 FH-15 13.50 306.00 FH-16 0.00 307.00 FH-20 10.50 326.00 FH-21 0.00 329.00 FH-22 19.50 336.00 FH-23 9.00 338.00 FH-24 FH-24 3.00 315.00 FH-25 FH-25 19.50 317. 50 FH-26 30.00 321.00 FH-27 19.50 304.00 FH-28 9.00 324.50 FH-29 12.00 330.00 FH-30 27.00 320.00 FH-lA 0.00 316.00 FH-2A 21. 00 316.00 FH-3A 0.00 320.00 FH-4A 0.00 318.00 J-1 0.00 342.00 J-2 0.00 340.00 J-3 6.00 339.00 J-4 10.50 339.00 J-5 16.50 327.00 J-6 ·0.00 328.00 J-7 7.50 330.00 J-8 6.00 329.00 J-9 21. 00 323.00 J-10 10.50 312.00 J-11 0.00 311.00 J-12 0.00 305.00 J-13 0.00 307.00 J-14 12.00 314.00 J-15 15.00 318.00 J-16 4.50 315.00 J-17 10.50 314.00 J-18 13.50 313.00 J-19 15.00 313.00 J-20 7.50 302.00 J-21 18.00 309.00 J-22 12.00 310.00 J-23 0.00 305.00 J-24 4.50 312.00 J-25 6.00 304.00 J-26 18.00 309.00 • DOMESTIC FLOW CONDITION J-27 0.00 295.00 J-28 36.00 311.00 J -29 22.50 322.00 J-30 0.00 322 .00 J-31 28.50 318 .00 J-32 3.00 320.00 J-33 6 .00 316.00 J-34 0 .00 318.00 J-35 1. 50 316.00 J-36 9.00 316.50 J-37 3.00 331 .00 J-38 9.00 315.00 J-39 0.00 322.00 J-40 19 .50 329.00 J-41 12 .00 339.50 J-42 18 .00 333 .00 J-43 12.00 326.00 J-44 15 .00 341. 00 J-45 9 .00 335 .00 J-46 12.00 334 .00 J-47 0.00 328.00 J-48 15 .00 324 .00 J-49 12.00 314 .00 J-50 9.00 316 .50 J-52 0.00 305 .00 J-53 6.00 302 .00 J-54 10 .50 302 .50 J-55 0.00 323.00 J-56 12.00 32 6. 00 J-58 12.00 334.00 J-59 13.50 331 .50 J-61 9 .00 317.50 J-50a 19 .50 315.00 J-59a 6 .00 323.00 J-60a 15.00 319 .00 R-1 Wellborn Ele 342 .00 497.00 R-2 Flow Test 311.00 497.00 S2PlA-FHl o.oo 317.00 0 U T P U T 0 P T I 0 N D A T A OUTPUT SELECTION: ALL RESULTS ARE INCLUDED IN THE TABULATED OUTPUT S Y S T E M C 0 N F I G U R A T I 0 N NUMBER OF PIPES ................... (p) 107 NUMBER OF END NODES ............... (j) 93 NUMBER OF PRIMARY LOOPS ........... (1) 13 NUMBER OF SUPPLY NODES ............ (f) 2 NUMBER OF SUPPLY ZONES ............ (z) 1 Case: 0 RESULTS OBTAINED AFTER 9 TRIALS : ACCURACY 0.00000 S I M U L A T I 0 N D E S C R I P T I 0 N (L A B E L) M.D.W. Centre -Phase One P I P E L I N E R E S U L T S DOMESTIC FLOW CONDITION STATUS CODE: xx -CLOSED PIPE CV -CHECK VALVE p I p E NODE NUMBERS FLOWRATE HEAD MINOR LINE HL+ML/ HL/ NAM E #1 #2 LOSS LOSS VELO . 1000 1000 gprn ft ft ft/s ft/f ft/f ----------------------------------------------------------------------------------------- P-1 R-1 J -1 330.35 0 .04 0 .00 0 .53 0 .08 0.07 P-2 J -1 J -44 310 .25 0 .05 0 .01 0 .50 0.08 0.07 P-3 J-2 J-3 99.36 0 .00 0 .00 0 .16 0 .01 0.01 P-4 J -3 J -4 44 .45 0 .00 0 .00 0 .07 0 .00 0.00 P-5 J -6 J-4 46.27 0 .00 0 .00 0 .07 0 .00 0.00 P-6 J -6 J -5 108 .04 0 .13 0 .02 1.23 1.29 1.11 P-7 FH-3 J-5 66. 72 0.02 0 .00 0.43 0.12 0.11 P-8 J-7 FH-3 66.72 0.05 0 .00 0 .43 0 .12 0.11 P-9 FH-1 J -7 80 .22 0.04 0 .0 0 0 .51 0 .16 0.16 P-10 J-4 FH-1 80 .22 0.05 0 .00 0 .51 0 .16 0.16 P-11 J-7 J-8 6 .00 0.02 0 .00 0 .27 0 .15 0.15 P-12 J-9 J-5 3 .60 0.00 0 .00 0 .04 0 .00 0.00 P-13 FH-2 J-9 24 .60 0.01 0 .00 0 .28 0 .08 0 .07 P-15 J-3 FH-4 48.91 0.01 0 .00 0 .31 0 .06 0.06 P-16 J-11 J -50a 253 .44 0.03 0 .00 0 .40 0 .05 0.05 P-17 J-11 J -12 196.21 0.15 0.00 0.56 0 .12 0.11 P-18 J-12 J-52 172. 08 0.26 0.02 1.10 0 .70 0 .65 P-19 J-13 FH-7 69.57 0 .02 0 .02 0 .44 0 .23 0.12 P-20 J-13 FH-16 22 .97 0.01 0 .00 0 .15 0 .02 0 .02 P-21 J -14 J-10 10.50 0 .06 0.00 0 .48 0 .41 0.41 P-22 J-14 FH-5 0. 47 0 .00 0.00 0 .00 0 .00 0.00 P-23 FH-5 FH-14 0 .47 0 .00 0 .00 0 .00 0 .00 0.00 P-24 J-16 FH-14 10.03 0.00 0.00 0 .06 0 .00 0 .00 P-25 FH-6 J -16 28 .03 0 .00 0.00 0.18 0 .02 0 .02 P-26 FH-14 J -17 10.50 0 .11 0.00 0.48 0.41 0 .41 P-27 J -16 J-18 13 .50 0.24 0 .00 0 .61 0 .66 0.66 P-28 FH-7 FH-15 69 .57 0.04 0 .00 0 .44 0 .13 0 .12 P-29 FH-8 FH-15 36.05 0 .03 0 .00 0 .41 0 .15 0 .15 P-30 FH-8 J-20 7.50 0 .00 0 .00 0 .09 0 .01 0 .01 P-31 FH-15 J -21 92 .12 0 .26 0 .01 1.05 0.86 0 .82 P-32 J-21 J-22 12.00 0 .12 0 .00 0 .54 0 .53 0 .53 P-33 J -21 FH-9 62 .12 0 .08 0 .0 0 0.70 0 .40 0 .40 P-34 FH-9 FH-13 62 .12 0 .05 0 .02 0 .40 0.15 0 .10 P-35 J-23 FH-13 44.23 0.02 0 .01 0 .28 0 .07 0 .05 P-36 FH-13 FH-10 89 .84 0.10 0 .05 0 .57 0 .29 0.19 P-37 FH-10 J-25 6 .00 0.02 0 .00 0 .27 0.15 0 .15 P-38 FH-10 FH-11 83.84 0.06 0.00 0.54 0 .18 0.17 P-39 FH-11 J-26 18.00 0.39 0 .00 0 .82 1.12 1.12 P-40 FH-11 FH-12 36.00 0.02 0 .00 0.23 0 .04 0 .04 P-41 FH-12 J-28 36.00 0.99 0.00 1. 63 4.06 4.06 P-42 J-1 J -23 20 .10 0.97 0 .00 0 .51 0 .34 0.34 P-43 J -12 J -27 24 .13 0.00 0 .00 0 .07 0 .00 0.00 P-44 J -27 J -23 24 .13 0.78 0 .00 0 .62 0.48 0 .48 P-45 R-2 J-11 449.65 0 .07 0 .00 0 . 72 0 .13 0.13 P-46 FH -16 J -14 22.97 0 .01 0 .00 0 .15 0 .02 0.02 P-47 FH-11 FH-lA 29 .84 0 .01 0 .00 0 .19 0 .03 0 .02 P-48 FH-l A J-15 15 .00 0 .20 0 .01 0.68 0 .82 0.80 P-49 J-19 FH-lA 12 .84 0.01 0 .00 0 .15 0 .02 0 .02 P-50 J -19 J-24 4.50 0 .01 0 .00 0 .20 0 .09 0.09 P-51 FH-2A J -19 32 .34 0 .04 0 .00 0.37 0 .11 0.11 P-52 FH-lA FH-3A 27 .69 0 .01 0 .00 0 .18 0 .02 0.02 P-53 FH-3A J-29 22 .50 0 .66 0 .01 1. 02 1. 73 1. 70 P-54 FH-3A J-30 58 .50 0 .01 0 .00 0 .37 0 .09 0.08 P-55 J -31 FH-3A 53 .31 0 .11 0 .00 0 .60 0 .29 0.29 P-56 J -31 FH-2A 53.34 0 .05 0 .00 0 .61 0 .31 0.29 P-57 FH-4A J -31 135 .16 0.57 0 .04 1. 53 1. 73 1. 61 P-58 J -32 FH-4A 92 .70 0.02 0 .00 0 .59 0 .20 0.20 P-59 J -34 FH-4A 42.45 0 .01 0 .00 0 .27 0 .05 0.05 P-60 J -33 FH-6 28 .03 0 .00 0 .00 0 .18 0 .03 0 .02 P-61 J-35 J-33 41. 07 0.03 0.00 0 . 47 0 .18 0.18 P-62 J-33 J-36 7 .04 0.00 0 .00 0 .04 0 .00 0 .00 P-63 S2PlA-FHl J-36 10 .96 0 .00 0 .00 0 .07 0 .00 0 .00 P-64 J -36 J-38 9 .00 0 .02 0 .01 0.23 0 .10 0 .08 P-65 J -39 J-32 95 .70 0 .05 0 .01 0 .61 0 .26 0 .21 DOMESTIC FLOW CONDITION P-66 FH-20 J-39 95.70 0 .06 0.01 0.61 0 .25 0.21 P-67 J-40 FH-20 106.20 0 .06 0 .01 0 .68 0 .30 0 .25 P-68 J -37 J -40 119.22 0 .05 0 .01 0 .76 0.39 0 .31 P-69 J-42 J -40 6 .48 0 .00 0 .00 0 .07 0 .01 0.01 P-70 J -42 FH-21 12 .00 0 .00 0 .00 0 .14 0 .02 0 .02 P-71 FH-21 J -43 12.00 0.02 0.00 0 .31 0 .13 0.13 P-72 FH-22 J -37 97 .92 0 .08 0 .01 0 .62 0 .26 0 .22 P-73 J-41 FH-22 117 . 42 0 .06 0.01 0 .75 0.34 0.31 P-74 J-45 J-42 36 .48 0 .03 0.00 0 .41 0.16 0 .14 P-75 FH-23 J-45 57 .48 0 .07 0.00 0 .65 0.35 0.33 P-76 J-44 FH-23 66.48 0 .11 0 .01 0 .75 0. 46 0 .43 P-77 J-45 J-46 12.00 0 .02 0.00 0 .31 0.13 0 .13 P-78 J-47 J-37 24.31 0 .03 0.00 0 .28 0.07 0.07 P-79 FH-24 J-35 42 .57 0 .02 0.00 0 .48 0.21 0 .19 P-80 FH-24 J-49 12 .00 0 .03 0.00 0 .31 0.13 0.13 P-81 J -50 FH-24 57 .57 0 .08 0.00 0 .65 0.34 0 .34 P-82 J-50a J -50 79. 62 0 .28 0 .01 0 .90 0 .64 0 .62 P-83 J-50 FH-25 13.06 0 .00 0 .00 0 .15 0 .02 0 .02 P-84 FH-26 FH-25 6 .44 0.00 0 .00 0 .07 0 .01 0 .01 P-85 J -48 FH-26 36.44 0.02 0 .00 0.41 0 .15 0 .14 P-86 J -5 J-48 161. 86 0 .09 0 .00 1. 03 0 .56 0 .56 P-87 FH-28 J -55 0.00 0.00 0 .00 0 .00 0 .00 0 .00 P-88 J -52 J-13 92.54 0 .02 0 .00 0 .59 0.20 0 .20 P-89 J-52 FH-27 79 .55 0 .02 0 .00 0 .51 0.18 0 .15 P-90 FH-27 J -53 60 .05 0 .05 0 .00 0 .38 0.09 0 .09 P-91 J-53 FH-8 43 .55 0 .00 0.00 0 .28 0 .05 0 .05 P-92 J-53 J-54 10 .50 0 .02 0.00 0 .27 0.10 0.10 P-93 J-30 FH-28 58 .50 0 .02 0.00 0 .37 0.09 0 .08 P-94 FH-28 FH-29 37 .50 0 .05 0.00 0 .43 0.16 0 .15 P-95 FH-29 J-58 12 .00 0 .03 0.00 0.31 0.13 0 .13 P-96 FH-28 J-56 12 .00 0 .03 0.00 0 .31 0.13 0 .13 P-97 FH-29 J-59 13 .50 0 .06 0.00 0 .34 0.16 0 .16 P-98 J-59a FH-30 104 .42 0 .08 0.05 0 . 67 0.37 0 .24 P-99 FH-30 J-34 42 .45 0 .01 0.01 0 .27 0.10 0 .05 P-100 FH-30 J -60a 34.96 0 .01 0 .00 0 .22 0 .03 0 .03 P-101 J-60a J -61 9.00 0 .01 0 .00 0 .23 0.08 0 .08 P-102 J-60a S2P1A-FH1 10.96 0 .00 0 .00 0 .07 0 .00 0.00 P-14A J-47 FH-2 24.60 0 .03 0 .00 0 .28 0 .08 0 .07 P-14B FH-4 J -47 48.91 0.10 0 .00 0 .55 0 .26 0 .26 P-16B J -50a J -6 154.31 0.02 0 .00 0 .25 0 .02 0 .02 P-2B J -44 J -41 228.77 0 .00 0 .00 0.37 0 .04 0 .04 P-2C J -41 J -2 99 .36 0 .01 0 .00 0 .16 0 .01 0 .01 P-87a J -48 J -59a 110. 42 0 .03 0.00 0.70 0.27 0 .27 N 0 D E RE S U L T S NODE NODE EXTERNAL HYDRAULIC NODE PRESSURE NODE NAME TITLE DEMAND GRADE ELEVATI ON HEAD PRESSURE gpm ft ft ft psi ------------------------------------------------------------------------------ FH-1 0.00 496.84 333 .00 163 .84 71. 00 FH-2 0 .00 496.74 333 .00 163.74 70 .95 FH-3 0 .00 496 .75 326 .00 170.75 73 .99 FH-4 0 .00 496.87 333.00 163.87 71. 01 FH-5 0 .00 496.47 313 .00 183.47 79.50 FH-6 0 .00 496 .47 316 .00 180.47 78 .20 FH-7 0 .00 496.44 309 .00 187 .44 8 1.22 FH-8 0.00 496.43 303 .00 193.43 83.82 FH-9 0 .00 496.04 307 .00 189.04 8 1.92 FH-10 0 .00 495 .81 308 .00 187.81 81.38 FH-11 0 .00 495.75 313 .00 182 .75 79.19 FH-12 0 .00 495 .73 313 .00 182.73 79 .18 FH-13 16 .50 495 .96 305.00 190 .96 82.75 FH-14 0 .00 496.47 315 .00 181. 47 78. 64 FH-15 13 .50 496.40 306.00 190.40 82.50 FH-16 0 .00 496.47 307.00 189.47 82 .11 FH-20 10 .50 496.62 326.00 170. 62 73.93 FH-21 0 .00 496.68 329.00 167 .68 72 . 66 FH-22 19 .50 496.83 336.00 160 .83 69 .69 DOMESTIC FLOW CONDITION FH-23 9.00 496 .79 338 .00 158.79 68 .81 FH-24 FH-24 3.00 496 .53 315 .00 181 .53 78 .66 FH-25 FH-25 19.50 496 .62 317 .50 179 .12 77 .62 FH-26 30.00 496 .62 321. 00 175 . 62 76 .10 FH-27 19.50 496 .48 304 .00 192.48 83 .41 FH-28 9.00 495 .70 324 .50 171.20 74 .19 FH-29 12.00 495.65 330 .00 165.65 71. 78 FH-30 27.00 496.49 320.00 176.49 76.48 FH-lA 0 .00 495.74 316.00 179.74 77 .89 FH-2A 21. 00 495 .79 316.00 179.79 77.91 FH-3A 0 .00 495 .73 320.00 175.73 76.15 FH-4A 0 .00 496 .45 318.00 178.45 77.33 J-1 0 .00 496.96 342 .00 154 .96 67 .15 J-2 0 .00 496 .89 340 .00 156.89 67 .98 J -3 6.00 496.88 339 .00 157.88 68 .42 J-4 10.50 496 . 88 339.00 157.88 68 .42 J-5 16.50 496 .73 327.00 169.73 73 .55 J-6 0.00 496.89 328.00 168.89 73 .18 J-7 7.50 496.80 330 .00 166.80 72 .28 J-8 6.00 496.78 329 .00 167.78 72 . 70 J-9 21. 00 496.74 323 .00 173.74 75.29 J-10 10.50 496 .41 312.00 184.41 79.91 J-11 0 .00 496.93 311 . 00 185.93 80 .57 J-12 0 .00 496 .78 305.00 191.78 83 .10 J-13 0 .00 496.48 307.00 189.48 82 .11 J-14 12.00 496.47 314 .00 182 .47 79.07 J-15 15.00 495.53 318 .00 177 .53 76. 93 J-16 4.50 496.47 315.00 181. 47 78.64 J-17 10.50 496.36 314 .00 182.36 79.02 J-18 13.50 496.23 313.00 183.23 79. 40 J -19 15.00 495.75 313 .00 182.75 79.19 J-20 7.50 496.43 302 .00 194.43 84.25 J-21 18.00 496.12 309.00 187.12 81. 08 J-22 12.00 496 .00 310 .00 186.00 80 .60 J-23 0 .00 495 .99 305 .00 190.99 82 .76 J-24 4.50 495.74 312.00 183.74 79 .62 J-2S 6.00 495 .79 304 .00 191. 79 83 .11 J-26 18.00 495 .36 309 .00 186.36 80.76 J-27 0.00 496.78 295 .00 201 .78 87.44 J-28 36.00 494 .74 311.00 183 .74 79. 62 J-29 22 .50 49S .06 322 .00 173 .06 74 .99 J -30 0 .00 49S. 72 322.00 173. 72 7S .28 J-31 28.SO 49S.84 318.00 177 .84 77 .06 J-32 3.00 496.48 320 .00 176.48 76.47 J-33 6 .00 496.48 316.00 180.48 78.21 J -34 0.00 496.47 318.00 178. 47 77.33 J-3S 1. so 496.Sl 316.00 180.51 78.22 J-36 9.00 496.48 316.50 179.98 77.99 J-37 3.00 496.74 331. 00 16S.74 71. 82 J-38 9.00 496.45 31S.OO 181. 4S 78.63 J-39 0.00 496.S4 322.00 174.S4 75.63 J-40 19.SO 496 .68 329 .00 167.68 72 . 66 J-41 12.00 496 .89 339 .50 157.39 68 .20 J-42 18.00 496.68 333 .00 163 .68 70.93 J-43 12.00 496.66 326.00 170.66 73.95 J-44 lS.00 496.90 341.00 lSS.90 67.S6 J-4S 9.00 496 .71 33S .OO 161. 71 70.08 J-46 12.00 496.69 334.00 162. 69 70.50 J -47 0 .00 496.77 328 .00 168.77 73.13 J-48 lS.00 496.6S 324 .00 172. 65 74 .81 J-49 12.00 496.SO 314.00 182.SO 79.08 J-50 9.00 496.62 316.50 180.12 78.0S J -52 0.00 496.50 30S.OO 191. so 82.98 J-S3 6.00 496.44 302 .00 194 .44 84 .26 J-S4 10.SO 496.42 302 .50 193 .92 84 .03 J-SS 0 .00 495.70 323.00 172.70 74.84 J-S6 12 .00 49S.67 326.00 169.67 73 .52 J-58 12.00 495.62 334.00 161. 62 70.04 J-S9 13.50 49S .59 331. so 164.09 71 .11 J-61 9.00 496.47 317 . 50 178 .97 77 .SS J-SOa 19.50 496.90 31S .00 181.90 78 .83 DOMESTIC FLOW CONDITION J-59a J -60a R-1 R-2 S2PlA-FHl Wellborn Ele Fl ow Test 6 .00 15 .00 0 .00 496 .61 323 .00 496 .48 319 .00 497 .00 342 .00 497 .00 311 . 00 496.48 317 . 00 S U M M A R Y 0 F I N F L 0 W S A N D 0 U T F L 0 W S {+) INFLOWS INTO THE SYSTEM FROM SUPPLY NODES (-) OUTFLOWS FROM THE SYSTEM INTO SUPPLY NODES NET NET NET NODE NAME R-1 R-2 SYSTEM SYSTEM SYSTEM INFLOW OUTFLOW DEMAND FLOWRATE gpm 330.35 449.65 780 .00 0 .00 780 .00 NODE TITLE Wellborn Ele Flow Test ***** HYDRAULIC ANALYSIS COMPLETED ***** 173.61 75.23 177.48 76.91 155.00 67 .17 186.00 80.60 179.48 77.77 FIRE FLOW SCENARIO #1 * * * * * * * * * * * K Y P I P E 5 * * * * * * * * * * * * * * * * Pi pe Network Modeling Software Copyrighted by KYPIPE LLC Version 5 -February 2010 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Date & Time : Thu Feb 20 20 :26:03 2014 Master File : c :\users\rabon metcalf\rme\projects\260-0504 ogg-creek rneadows- s2p2\engineering\0504-s2p2-water-021914.KYP\0504-s2p2-water-021914 .P2K ************************************************ S U M M A R Y 0 F 0 R I G I N A L DAT A ************************************************ u N I T s s P E C I F I E D FLOWRATE ............ gallons/minute HEAD (HGL) .......... feet PRESSURE ............ psig p I P E L I N E D AT A STATUS CODE: xx -CLOSED PIPE CV -CHECK VALVE p I p E NODE NAMES LENGTH DIAMETER ROUGHNESS MINOR N A M E #1 #2 (ft) (in) COEFF. LOSS COEFF. ------------------------------------------------------------------------------- P-1 R-1 J-1 500.00 16.00 135.91 63 0.74 P-2 J-1 J-44 712 .54 16.00 135. 91 63 3 .57 P-3 J-3 J-2 195.00 16 .00 135 .9163 0.74 P-4 J-3 J-4 294 .00 16.00 135 .9163 0.74 P-5 J-4 J-6 1207.00 16 .00 135.9163 2 .2 4 P-6 J-6 J-5 118. 00 6.00 135.9163 0 .91 P-7 J-5 FH-3 151.50 8 .00 135.91 63 0 . 40 P-8 FH-3 J-7 411.50 8 .00 135.9163 0.74 P-9 J-7 FH-1 228.50 8.00 135.9163 0.40 P-10 FH-1 J-4 291. 00 8 .00 135.9163 0 .00 P-11 J-7 J-8 161. so 3 .00 139.0000 0.00 P-12 J-5 J-9 304 .00 6.00 139.0000 6.00 P-13 J-9 FH-2 73.00 6.00 135.9163 0.74 P-15 FH-4 J-3 175.00 8.00 135.9163 0 .00 P-16 J-11 J-50a 670 .00 16.00 135 .9163 0 .00 P-17 J-11 J-12 1320.00 12.00 135 .9163 0 .74 P-18 J-12 J-52 398.31 8.00 135 . 9163 1.14 P-19 J-13 FH-7 172 .00 8.00 135 .9163 6.00 P-20 J-13 FH-16 344 .00 8 .00 135 .9163 3.57 P-21 J-14 J-10 147 .00 3.00 139 .0000 0.00 P-22 J-14 FH-5 65 .00 8 .00 135 .9163 0 .40 P-23 FH-5 FH-14 204 .00 8 .00 135 .9163 0.74 P-24 FH-14 J -16 134.00 8 .00 135.9163 0.74 P-25 J-16 FH-6 153.00 8 .00 135 .9163 0.00 P-26 FH-14 J-17 268.00 3 .00 139.0000 0.00 P-27 J-16 J-18 356.00 3.00 139.0000 0.00 P-28 FH-7 FH-15 361.00 8.00 135 .9163 0.74 P-29 FH-15 FH-8 241.00 6.00 135 .9163 0 .74 P-30 FH-8 J-20 17 6 . 00 6.00 135 . 9163 0 .00 P-31 FH-15 J-21 321.00 6.00 135 .9163 0 .74 P-32 J-21 J-22 220.00 3 .00 139.0000 0 .00 P-33 J-21 FH-9 205 .00 6 .00 135 .9163 0.00 FIRE FLOW SCENARIO #1 P-34 FH-9 FH-13 510.00 8 .00 135.9163 9 .91 P-35 FH-13 J -23 434.00 8 .00 135.9163 6.74 P-36 FH-13 FH-10 527 .00 8 .00 135 .9163 9.74 P-37 FH-10 J-25 124 .00 3 .00 139.0000 0.00 P-38 FH-10 FH-11 358 .00 8.00 135 .9163 0.74 P-39 FH-11 J-26 343.00 3 .00 139.0000 0 .00 P-40 FH-11 FH-12 464.00 8.00 135.9163 0.00 P-41 FH-12 J-28 245 .00 3 .00 139.0000 0.00 P-42 J-23 J -1 2842 .00 4 .00 139.0000 0 .00 P-43 J-12 J-27 1933 .00 12 .00 139.0000 0 .00 P-44 J-27 J-23 1640 .00 4 .00 139.0000 0 .00 P-45 J-11 R-2 500.00 16.00 135.9163 0 .00 P-46 FH-16 J-14 332.00 8 .00 135. 9163 0 .00 P-47 FH-11 FH-lA 294.00 8.00 139 .0000 0.74 P-48 FH-lA J-15 255 .00 3 .00 139 .0000 0 .74 P-49 FH-lA J-19 331. 00 6.00 139.0000 0.74 P-50 J-19 J-24 107 .00 3 .00 139 .0000 0 .00 P-51 J-19 FH-2A 345.00 6.00 139.0000 0 .17 P-52 FH-lA FH-3A 298 .00 8 .00 139.0000 0.17 P-53 FH-3A J-29 391.00 3 .00 139.0000 0 .74 P-54 FH-3A J-30 115 .00 8.00 139.0000 0.57 P-55 FH-3A J-31 375 .00 6 .00 139.0000 0.00 P-56 J-31 FH-2A 175.50 6.00 139.0000 0.74 P-57 J-31 FH-4A 354 .00 6.00 139.0000 1.14 P-58 FH-4A J-32 121. 00 8 .00 139.0000 0 .00 P-59 FH-4A J-34 277 .00 8 .00 139.0000 0 .74 P-60 FH-6 J-33 115. 00 8 .00 137.3678 1.14 P-61 J -33 J-35 176.00 6.00 137 .3678 0 .17 P-62 J-33 J -36 139 .00 8.00 137 .3678 0.57 P-63 J-36 S2P1A-FH1 110. 00 8 .00 137 . 3678 0 .57 P-64 J-36 J-38 262 . 00 4 .00 137 .3678 6 .17 P-65 J-32 J -39 242 .00 8 .00 139 .0000 2.25 P-66 J-39 FH-20 301. 00 8.00 139. 0000 2.24 P-67 FH-20 J-40 219.00 8.00 139 . 0000 1. 32 P-68 J-40 J-37 151 .00 8 .00 139 .0000 1. 32 P-69 J-40 J-42 295.00 6.00 139.0000 0.17 P-70 J-42 FH-21 178 .00 6 .00 139.0000 0.91 P-71 FH-21 J-43 159 .00 4 .00 139.0000 0.00 P-72 J-37 FH-22 347 .00 8 .00 139.0000 2.24 P-73 FH-22 J-41 196 .00 8 .00 139.0000 0 .74 P-74 J -42 J-45 209 .00 6.00 139.0000 1.14 P-75 J-45 FH-23 199.00 6 .00 139. 0000 0 .74 P-76 FH-23 J -44 249 .00 6 .00 139.0000 0 .74 P-77 J-45 J-46 166.00 4.00 139.0000 0.17 P-78 J-37 J-47 480.00 6 .00 139.0000 1. 09 P-79 J-35 FH-24 119 .00 6 .00 137.3678 0.57 P-80 FH-24 J-49 235 .00 4 .00 137.3678 0 .00 P-81 FH-24 J -50 245 .00 6 .00 137 .3678 0 .17 P-82 J-50 J-50a 449 .00 6.00 137.3678 0.74 P-83 J -50 FH-25 85 .00 6 .00 137 .3678 0 .74 P-84 FH-25 FH-26 656.00 6 .00 138 .3882 0 .00 P-85 FH-26 J-48 174 .00 6 .00 138 .3882 0 .57 P-86 J-48 J-5 159 .00 8 .00 138 .3882 0 .00 P-87 FH-28 J-55 106 .00 6 .00 138.9145 0 .00 P-88 J-52 J-13 100.00 8.00 135. 9163 0 .00 P-89 J-52 FH-27 104 .00 8 .00 138.3882 0 .74 P-90 FH-27 J-53 514 .00 8 .00 138.3882 0.57 P-91 J-53 FH-8 62 .00 8.00 138. 3882 0 .00 P-92 J-53 J-54 194 .00 4 .00 138.3882 0 .00 P-93 J -30 FH-28 180 .00 8 .00 138. 9145 0 .74 P-94 FH-28 FH-29 341.00 6 .00 138 . 9145 0 .74 P-95 FH-29 J -58 217. 00 4.00 138. 9145 0.00 P-96 FH-28 J-56 267.00 4 .00 138 .9145 0 .00 P-97 FH-29 J-59 379.00 4.00 138.9145 0 .00 P-98 J-59a FH-30 345 .00 8 .00 140 .0000 6 .57 P-99 FH-30 J-34 200.00 8.00 140 .0000 9 .40 P-100 FH-30 J -60a 240 .00 8.00 140 .0000 0 .57 P-101 J-60a J-61 151 .00 4.00 140. 0000 0 .17 P-102 J -60a S2PlA-FHl 220.00 8 .00 140.0000 0.00 P-14A FH-2 J -47 417 .50 6 .00 135 .9163 1.31 P-14B J-47 FH-4 394 .50 6 .00 135 .9163 0.00 P-16B P-2B P-2C P-87a N 0 D E NODE NAME FH-1 FH-2 FH-3 FH-4 FH-5 FH-6 FH-7 FH-8 FH-9 FH-10 FH-11 FH-12 FH-13 FH-14 FH-15 FH-16 FH-20 FH-21 FH-22 FH-23 FH-24 FH-25 FH-26 FH-27 FH-28 FH-29 FH-30 FH-lA FH-2A FH-3A FH-4A J-1 J-2 J-3 J-4 J-5 J-6 J-7 J-8 J -9 J-10 J-11 J-12 J-13 J-14 J-15 J-16 J-17 J-18 J-19 J-20 J-21 J-22 J-23 J-24 J-25 J-26 D A T A J-50a J -44 J-41 J-48 NODE TITLE FH-24 FH-25 FIRE FLOW SCENARIO #1 J-6 J-41 J-2 J-59a EXTERNAL DEMAND (gpm) 0.00 0 .00 0 .00 0.00 0 .00 0.00 0.00 0.00 0 .00 0 .00 0 .00 0 .00 16 .50 0.00 13.50 0.00 10.50 0 .00 19.50 9.00 3.00 19.50 30.00 19.50 9 .00 12.00 1027 .00 0 .00 21.00 0.00 0.00 0.00 0.00 6.00 10.50 16.50 0.00 7 .50 6 .00 21. 00 10 .50 0 .00 0 .00 0 .00 12 .00 15 .00 4 .50 10.50 13 .50 15.00 7.50 18 .00 12 .00 0.00 4 .50 6.00 18 .00 1000.00 116.54 1070.93 115.00 16.00 16.00 16.00 8.00 JUNCTION ELEVATION (ft) 333 .00 333 .00 326.00 333 .00 313 . 00 316.00 309 .00 303 .00 307 .00 308 .00 313 .00 313.00 305 .00 315.00 306.00 307 .00 326.00 329.00 336.00 338.00 315.00 317 .50 321. 00 304.00 324 .50 330.00 320 .00 316.00 316.00 320.00 318 .00 342 .00 340.00 339.00 339.00 327.00 328 .00 330.00 329.00 323 .00 312 .00 311. 00 305.00 307.00 314 .00 318 .00 315.00 314 .00 313.00 313.00 302 .00 309.00 310.00 305.00 312.00 304.00 309 .00 137 .3678 135.9163 135. 9163 138 .3882 EXTERNAL GRADE (ft) 0.00 0 .00 0 .00 0 .00 FIRE FLOW SCENARIO #1 J-27 0.00 295 .00 J-28 36.00 311.00 J-29 22.50 322.00 J-30 0.00 322 .00 J-31 28.50 318.00 J-32 3.00 320 .00 J-33 6 .00 316.00 J-34 0.00 318 .00 J-35 1. 50 31,6 . 00 J-36 9 .00 316 .50 J-37 3.00 331.00 J-38 9.00 315.00 J-39 0.00 322.00 J-40 19.50 329.00 J-41 12.00 339.50 J-42 18.00 333 .00 J-43 12.00 326.00 J-44 15.00 341. 00 J-45 9.00 335.00 J-46 12.00 334 .00 J-47 0.00 328.00 J-48 15.00 324.00 J-49 12.00 314.00 J-50 9.00 316.50 J-52 0.00 305 .00 J-53 6.00 302.00 J-54 10.50 302.50 J-55 0.00 323.00 J-56 12.00 326.00 J-58 12.00 334.00 J-59 13.50 331.50 J-61 9.00 317.50 J-50a 19.50 315 .00 J-59a 6.00 323.00 J-60a 15.00 319.00 R-1 Wellborn Ele 342.00 497 .00 R-2 Flow Test 311.00 497 .00 S2PlA-FHl 0.00 317.00 0 U T P U T 0 P T I 0 N D A T A OUTPUT SELECTION: ALL RESULTS ARE INCLUDED IN THE TABULATED OUTPUT S Y S T E M C 0 N F I G U R A T I 0 N NUMBER OF PIPES ................... (p) 107 NUMBER OF END NODES ............... (j) 93 NUMBER OF PRIMARY LOOPS ........... (1) 13 NUMBER OF SUPPLY NODES ............ (f) 2 NUMBER OF SUPPLY ZONES ............ (z) 1 Case : 0 RESULTS OBTAINED AFTER 6 TRIALS: ACCURACY 0.00004 S I M U L A T I 0 N D E S C R I P T I 0 N (L A B E L) M.D.W. Centre -Phase One P I P E L I N E R E S U L T S FIRE FLOW SCENARIO #1 STATUS CODE : xx -CLOSED PIPE CV -CHECK VALVE p I p E NODE NUMBERS FLOWRATE HEAD MINOR LINE HL+ML/ HL/ N A M E #1 #2 LOSS LOSS VELO . 1000 1000 gpm ft ft ft/s ft/f ft/f ----------------------------------------------------------------------------------------- P-1 R-1 J -1 737 .75 0 .16 0 .02 1.18 0 .36 0 .33 P-2 J -1 J -44 699 .85 0 .21 0 .07 1.12 0 .39 0 .30 P-3 J -2 J -3 272 . 37 0 .01 0.00 0 .43 0.06 0 .05 P-4 J -3 J -4 144.81 0 .00 0 .00 0 .23 0 .02 0 .02 P-5 J -6 J -4 74 .11 0 .01 0 .00 0 .12 0 .01 0 .00 P-6 J -6 J-5 292 .35 0 .83 0 .16 3 .32 8 .32 7 .00 P-7 FH-3 J-5 194 .92 0 .12 0.01 1. 24 0 .88 0 .81 P-8 J -7 FH-3 194.92 0 .34 0 .02 1.24 0 .86 0 .81 P-9 FH-1 J-7 208.42 0 .21 0 .01 1.33 0 .97 0 .92 P-10 J -4 FH-1 208.42 0 .27 0 .00 1.33 0 .92 0 .92 P-11 J -7 J-8 6 .00 0 .02 0.00 0 .27 0 .15 0 .15 P-12 J -9 J -5 49.98 0 .08 0 .03 0 .57 0 .35 0 .25 P-13 FH-2 J -9 70 .98 0 .04 0 .01 0 .81 0 .61 0 .51 P-15 J -3 FH-4 121.56 0 .06 0 .00 0 .78 0 .34 0 .34 P-16 J -11 J -50a 602.91 0 .15 0 .00 0.96 0 .23 0 .23 P-17 J-11 J-12 439 .34 0 .67 0 .02 1.25 0 .52 0 .51 P-18 J -12 J -52 396 .20 1.21 0 .11 2 .53 3 .31 3.03 P-19 J -13 FH-7 71. 83 0 .02 0 .02 0 .46 0 .24 0 .13 P-20 J-13 FH-16 214 .65 0 .33 0 .10 1.37 1.28 0 .97 P-21 J-14 J -10 10 .50 0 .06 0.00 0 .48 0 .41 0 .41 P-22 J -14 FH-5 192 .15 0 .05 0 .01 1. 23 0 .94 0 .79 P-23 FH-5 FH-14 192 .15 0.16 0 .02 1.23 0.88 0 .79 P-24 FH-14 J -16 181 .65 0 .10 0 .02 1.16 0 .83 0.71 P-25 J-16 FH-6 163 .65 0 .09 0 .00 1.04 0 .59 0.59 P-26 FH-14 J -17 10 .50 0 .11 0 .00 0 .48 0 .41 0.41 P-27 J -16 J -18 13 .50 0 .24 0 .00 0 .61 0 .66 0 .66 P-28 FH-7 FH-15 71.83 0 .05 0.00 0 . 46 0 .13 0 .13 P-29 FH-8 FH-15 66 .22 0 .11 0 .01 0 .75 0 .47 0 .45 P-30 FH-8 J -20 7 .50 0 .00 0 .00 0 .09 0 .01 0 .01 P-31 FH-15 J -21 124.55 0 .46 0 .02 1. 41 1. 51 1. 44 P-32 J -21 J -22 12 .00 0.12 0 .00 0.54 0 .53 0 .53 P-33 J -21 FH-9 94 .55 0 .18 0 .00 1. 07 0 .87 0 .87 P-34 FH-9 FH-13 94 .55 0 .11 0 .06 0 .60 0 .32 0.21 P-35 J-23 FH-13 81.04 0 .07 0 .03 0 .52 0 .22 0 .16 P-36 FH-13 FH-10 159 .09 0 .29 0 .16 1. 02 0 .85 0 .56 P-37 FH-10 J -25 6 .00 0 .02 0.00 0 .27 0 .15 0 .15 P-38 FH-10 FH-11 153 .09 0 .19 0 .01 0 .98 0.55 0 .52 P-39 FH-11 J-26 18 .00 0 .39 0 .00 0 .82 1.12 1.12 P-40 FH-11 FH-12 36 .00 0 .02 0.00 0 .23 0.04 0 .04 P-41 FH-12 J -28 36 .00 0 .99 0 .00 1. 63 4 .06 4.06 P-42 J -1 J -23 37 .90 3 .13 0.00 0 .97 1.10 1.10 P-43 J-12 J -27 43 .14 0 .01 0 .00 0 .12 0 .01 0.01 P-44 J -27 J -23 43 .14 2 .29 0.00 1.10 1. 40 1. 40 P-45 R-2 J -11 1042 .25 0 .31 0 .00 1. 66 0 .62 0 .62 P-46 FH-16 J -14 214 .65 0 .32 0 .00 1. 37 0 .97 0 .97 P-47 FH-11 FH-l A 99 .09 0 .07 0 .00 0 .63 0 .24 0 .22 P-48 FH-lA J -15 15 .00 0 .20 0 .01 0 .68 0 .82 0.80 P-49 FH-lA J-19 22 .13 0 .02 0 .00 0 .25 0 .06 0 .06 P-50 J -19 J -24 4.50 0 .01 0 .00 0 .20 0 .09 0.09 P-51 J -19 FH-2A 2 .63 0 .00 0 .00 0 .03 0.00 0 .00 P-52 FH-lA FH-3A 61. 96 0 .03 0 .00 0 .40 0 .09 0 .09 P-53 FH-3A J -29 22.50 0.66 0 .01 1.02 1. 73 1. 70 P-54 FH-3A J -30 58 .50 0 .01 0 .00 0 .37 0 .09 0 .08 P-55 J-31 FH-3A 19 .04 0 .02 0 .00 0 .22 0 .04 0 .04 P-56 J-31 FH-2A 18 .37 0 .01 0 .00 0.21 0 .04 0 .04 P-57 FH-4A J -31 65.91 0 .15 0 .01 0 .75 0 .45 0 .43 P-58 J -32 FH-4A 335 .56 0 .26 0 .00 2.14 2 .14 2 .14 P-59 FH-4A J -34 269 .66 0 .39 0 .03 1. 72 1. 55 1. 42 P-60 FH-6 J -33 163 .65 0 .07 0 .02 1. 04 0.75 0 .58 P-61 J -35 J -33 165 .95 0 .42 0 .01 1. 88 2. 4 6 2 .41 P-62 J -33 J -36 323 .60 0 .28 0 .04 2 .07 2 .31 2 .04 P-63 J -36 S2PlA-FHl 305.60 0 .20 0 .03 1. 95 2 .14 1. 84 P-64 J-36 J -38 9.00 0 .02 0 .01 0 .23 0 .10 0.08 P-65 J-39 J-32 338.56 0.53 0 .16 2 .16 2 .85 2 .17 FIRE FLOW SCENARIO #1 P-66 FH-20 J -39 338.56 0 .65 0 .16 2 .16 2. 71 2 .17 P-67 J-40 FH-20 349.06 a.so 0.10 2.23 2 .76 2.30 P-68 J-37 J -40 292.66 0.25 0.07 1.87 2 .13 1. 66 P-69 J-42 J-40 75.90 0 .16 0 .00 0.86 0.56 0 .55 P-70 J-42 FH-21 12.00 0 .00 0 .00 0.14 0.02 0 .02 P-71 FH-21 J -43 12.00 0 .02 0 .00 0.31 0.13 0 .13 P-72 FH-22 J-37 245.08 0.41 0.09 1.56 1. 44 1.19 P-73 J-41 FH-22 2 64. 58 0 .27 0 .03 1. 69 1. 54 1. 38 P-74 J-45 J-42 105.90 0 .21 0 .03 1. 20 1.15 1. 02 P-75 FH-23 J-45 126.90 0.28 0.02 1. 44 1. 55 1. 43 P-76 J-44 FH-23 135 .90 0. 40 0.03 1.54 1. 74 1. 63 P-77 J-45 J-46 12 .00 0.02 0.00 0.31 0.13 0.13 P-78 J-47 J-37 50.58 0 .13 0 .01 0 .57 0 .27 0 .26 P-79 FH-24 J-35 167.45 0 .29 0 .03 1. 90 2.71 2 .45 P-80 FH-24 J-49 12 .00 0 .03 0 .00 0 .31 0.13 0.13 P-81 J-50 FH-24 182 .45 0 .70 0 .01 2 .07 2 .91 2 .87 P-82 J-SOa J-50 216.95 1. 77 0.07 2.46 4 .11 3 .95 P-83 J-50 FH-25 25 .49 0.01 0 .00 0.29 0.09 0 .07 P-84 FH-25 FH-26 5 .99 0 .00 0 .00 0.07 0.01 0 .01 P-85 J-48 FH-26 24 .01 0.01 0.00 0.27 0.07 0.07 P-86 J-5 J-48 520 .75 0 .77 0.00 3 .32 4.86 4.86 P-87 FH-28 J-55 0.00 0 .00 0 .00 0 .00 0 .00 0.00 P-88 J-52 J-13 286 .47 0.17 0 .00 1. 83 1. 66 1.66 P-89 J-52 FH-27 109.72 0.03 0 .01 0.70 0 .33 0 .27 P-90 FH-27 J-53 90.22 0 .10 0 .00 0 .58 0.19 0.19 P-91 J-53 FH-8 73. 72 0.01 0 .00 0 .47 0 .13 0.13 P-92 J-53 J-54 10.50 0 .02 0.00 0.27 0.10 0.10 P-93 J-30 FH-28 58.50 0 .02 0.00 0.37 0.09 0.08 P-94 FH-28 FH-29 37.50 0.05 0 .00 0 .43 0.16 0.15 P-95 FH-29 J-58 12 .00 0.03 0.00 0 .31 0.13 0.13 P-96 FH-28 J-56 12.00 0.03 0 .00 0.31 0.13 0.13 P-97 FH-29 J -59 13.50 0 .06 0 .00 0 .34 0 .16 0.16 P-98 J-59a FH-30 475.74 1.39 0 .94 3.04 6.75 4 .02 P-99 J-34 FH-30 269.66 0 .28 0.43 1. 72 3 .57 1. 41 P-100 J-60a FH-30 281. 60 0.37 0.03 1. 80 1. 64 1. 52 P-101 J-60a J-61 9.00 0 .01 0.00 0.23 0.08 0 .08 P-102 S2P1A-FH1 J-60a 305 .60 0 .39 0 .00 1. 95 1. 77 1. 77 P-14A J-47 FH-2 70.98 0 .21 0.01 0.81 0.54 0.51 P-14B FH-4 J -47 121. 56 0 .54 0 .00 1. 38 1.38 1. 38 P-16B J-SOa J-6 366 .47 0 .09 0 .00 0 .58 0 .09 0 .09 P-2B J-44 J-41 548 .95 0.02 0.00 0 .88 0.19 0.19 P-2C J-41 J-2 272 .37 0 .06 0.00 0.43 0.05 0 .05 P-87a J-48 J-59a 481. 74 0.48 0.00 3 .07 4.21 4 .21 N 0 D E R E S U L T S NODE NODE EXTERNAL HYDRAULIC NODE PRESSURE NODE NAME TITLE DEMAND GRADE ELEVATION HEAD PRESSURE gpm ft ft ft psi ------------------------------------------------------------------------------ FH-1 0.00 496.18 333.00 163.18 70.71 FH-2 0 .00 495.62 333.00 162. 62 70.47 FH-3 0 .00 495.60 326.00 169.60 73.49 FH-4 0 .00 496.39 333.00 163.39 70 .80 FH-5 0 .00 493.69 313.00 180.69 78.30 FH-6 0 .00 493.31 316.00 177.31 76. 83 FH-7 0 .00 494 .47 309.00 185.47 80 .37 FH-8 0 .00 494.54 303.00 191.54 83.00 FH-9 0.00 493.76 307.00 186.76 80.93 FH-10 0 .00 493.15 308.00 185.15 80.23 FH-11 0 .00 492.95 313.00 179 .95 77 .98 FH-12 0 .00 492.93 313.00 179.93 77 .97 FH-13 16.50 493.60 305.00 188.60 81 . 72 FH-14 0.00 493.51 315.00 178 .51 77 .36 FH-15 13.50 494.42 306.00 188 .42 81. 65 FH-16 0 .00 494.08 307.00 187.08 81. 07 FH-20 10.50 494.79 326.00 168 .79 73.14 FH-21 0 .00 495.56 329.00 166.56 72 .17 FH-22 19.50 496.22 336.00 160 .22 69. 43 FIRE FLOW SCENARIO #1 FH-23 9.00 496.11 338.00 158 .11 68.51 FH-24 FH-24 3 .00 493 .98 315 .00 178.98 77.56 FH-25 FH-25 19 .50 494 .69 317 .50 177.19 76.78 FH-26 30 .00 494 .68 321.00 173.68 75 .26 FH-27 19 .50 494 .65 304 .00 190.65 82 .61 FH-28 9 .00 492 .82 324.50 168.32 72 .94 FH-29 12 .00 492 .77 330.00 162.77 70 .53 FH-30 1027 .00 491. 88 320.00 171. 88 74 .48 FH-lA 0.00 492 .88 316.00 176.88 76 .65 FH-2A 21.00 492 .86 316.00 176.86 76.64 FH-3A 0.00 492 .85 320.00 172. 85 74 .90 FH-4A 0 .00 493.03 318.00 175.03 75 .84 J-1 0.00 496.82 342.00 154.82 67.09 J-2 0.00 496.46 340.00 156 .46 67 .80 J-3 6.00 496.45 339.00 157 .45 68.23 J-4 10 .50 496.44 339.00 157.44 68.23 J-5 16 .50 495 .47 327.00 168.47 73.00 J-6 0 .00 496.45 328.00 168.45 73 .00 J -7 7 .50 495 .95 330.00 165. 95 71 .91 J-8 6 .00 495 .93 329.00 166.93 72.34 J -9 21.00 495.58 323.00 172.58 74 .78 J-10 10 .50 493 .69 312.00 181.69 78 .73 J-11 0.00 496.69 311.00 185.69 80 .47 J-12 0 .00 496.00 305.00 191. 00 82.77 J-13 0 .00 494 .51 307.00 187.51 81.26 J-14 12.00 493.75 314.00 179 .75 77 .89 J-15 15.00 492.67 318.00 174. 67 75.69 J-16 4 .50 493.40 315.00 178.40 77.31 J-17 10.50 493.40 314.00 179.40 77 .74 J-18 13.50 493.17 313.00 180 .17 78 .07 J-19 15.00 492.86 313 .00 179 .86 77 .94 J-20 7.50 494.54 302 .00 192 .54 83.43 J-21 18.00 493 .94 309 .00 184 .94 80 .14 J-22 12.00 493 .82 310.00 183.82 79 .66 J-23 0 .00 493 .69 305.00 188.69 81. 77 J-24 4 .50 492 .85 312.00 180 .85 78 .37 J-25 6.00 493 .13 304.00 189.13 81. 96 J-26 18 .00 492.56 309.00 183.56 79 .54 J-27 0.00 495.99 295.00 200.99 87 .09 J-28 36 .00 491.94 311. 00 180.94 78 .41 J-29 22 .50 492 .17 322.00 170 .17 73 .74 J-30 0 .00 492.84 322.00 170 .84 74 .03 J-31 28.50 492.87 318 .00 174 .87 75 .78 J-32 3 .00 493.28 320 .00 173 .28 75 .09 J-33 6.00 493.23 316 .00 177 .23 76. 80 J-34 0.00 492.60 318 .00 174 .60 75 .66 J-35 1.50 493.66 316 .00 177 .66 76.99 J-36 9 .00 492.90 316 .50 176. 40 76.44 J-37 3 .00 495. 72 331 .00 164 .72 71. 38 J-38 9.00 492.88 315.00 177 .88 77 .08 J-39 0.00 493.97 322.00 171 . 97 74 .52 J-40 19.50 495.39 329.00 166.39 72 .10 J-41 12 .00 496.52 339.50 157.02 68 .04 J-42 18.00 495.56 333.00 162 .56 70 .44 J-43 12 .00 495.53 326.00 169 .53 73 .47 J-44 15.00 496.54 341.00 155.54 67 .40 J-45 9 .00 495.80 335.00 160.80 69 .68 J-46 12 .00 495.78 334.00 161 .78 70.10 J-47 0.00 495.85 328.00 167.85 72 . 73 J-48 15.00 494 .70 324.00 170.70 73 .97 J-49 12 .00 493.95 314.00 179.95 77 .98 J-50 9 .00 494.69 316.50 178.19 77 .22 J-52 0 .00 494.68 305 .00 189.68 82.19 J-53 6.00 494 .55 302 .00 192.55 83 .44 J-54 10.50 494 .53 302 .50 192 .03 83.21 J-55 0 .00 492 .82 323.00 169.82 73.59 J-56 12 .00 492 .79 326.00 166.79 72 .27 J-58 12 .00 492 .74 334.00 158.74 68 .79 J-59 13.50 492 . 71 331. 50 161. 21 69.86 J-61 9 .00 492.27 317 .50 174.77 75 .73 J-50a 19.50 496 .54 315 .00 181. 54 78 .67 FIRE FLOW SCENARIO #1 J-59a J-60a R-1 R-2 S2PlA-FHl Wellborn Ele Flow Test 6.00 15.00 0 .00 494.21 323.00 492.28 319.00 497 .00 342 .00 497 .00 311. 00 492 . 67 317.00 S U M M A R Y 0 F I N F L 0 W S A N D 0 U T F L 0 W S (+) INFLOWS INTO THE SYSTEM FROM SUPPLY NODES (-) OUTFLOWS FROM THE SYSTEM INTO SUPPLY NODES NET NET NET NODE NAME R-1 R-2 SYSTEM SYSTEM SYSTEM INFLOW OUTFLOW DEMAND FLOWRATE gpm 737.75 1042 .25 1780.00 0.00 1780. 00 NODE TITLE Wellborn Ele Flow Test ***** HYDRAULIC ANALYSIS COMPLETED ***** 171. 21 74 .19 173.28 75.09 155.00 67.17 186.00 80.60 175. 67 76.12 SANITARY SEWER SYSTEM MAP WINSTORM HYDRAULIC ANALYSIS DATA stmOutput .txt WinStorm (STORM DRAIN DESIGN) PROJECT NAME : 260 JOB NUMBER 0504 PROJECT DESCRIPTION : Section 2 , Phase Two DESIGN FREQUENCY MEASUREMENT UNITS: 2 Years ENGLISH OUTPUT FOR DESIGN FREQUENCY of : 2 Years =========================================== Runoff Computation for Design Frequency . Version 3.05, Jan . 25, 20 02 Run @ 2/20/2014 9 :07 :12 PM ============================================================================= ID MH-1 MH-2 MH-3 MH-4 MH-5 MH-6 MH-7 MH-8 MH-9 MH-10 MH-11 MH-12 MH-13 MH-14 MH-16 MH-17 MH-18 MH-19 MH-20 MH-21 MH-23 MH-26 MH-27 MH-29 MH-33 MH-34 MH-35 MH-36 MH-37 MH-38 MH-39 MH-40 c Value 0.0 0 .0 0 .0 0 .0 0 .0 0 .0 0.0 0 .0 0.0 0 .0 0 .0 0 .0 0 .0 0 .0 0 .0 0 .0 0 .0 0 .0 0 .0 0 .0 0 .0 0 .0 0 .0 0 .0 0 .0 0 .0 0 .0 0 .0 0 .0 0 .0 0 .0 0 .0 Area Tc (acre) (min) 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0.00 0.00 0.00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0.00 10 .00 10 .00 10 .00 10.00 10.00 10 .00 10.00 10 .00 10 .00 10 .00 10 .00 10 .00 10 .00 10 .00 10 .00 10 .00 10 .00 10 .00 10 .00 10 .00 10 .00 10 .00 1 0 .00 10 .00 10 .00 10 .00 10 .00 10 .00 10 .00 10.00 10 .00 10 .00 Tc Used (min) 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0.00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 Intensit y (in/hr) 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 Page 1 Supply Q (cfs) 0 .001 0 .002 0 .040 0 .018 0 .005 0 .017 0 .010 0 .020 0 .013 0 .023 0 . 017 0 .017 0 .010 0 .108 0 .015 0 .012 0 .007 0 .040 0 .007 0 .012 0 .079 0 .000 0 .015 0 .005 0 .007 0 .013 0 .000 0.002 0 .013 0 .010 0 .003 0 .003 Total Q (cfs) 0 .001 0 .002 0 .040 0 .018 0 .005 0 . 017 0 .010 0 .020 0 .013 0 .023 0 .017 0.017 0 .010 0 .108 0 .015 0 .012 0 .007 0.040 0 .007 0 .012 0.079 0 .000 0 .015 0 .005 0 .007 0 .013 0 .000 0 .002 0.013 0 .010 0.003 0 .003 stmOutput .txt MH-41 0.0 0 .00 10.00 0.00 0.00 0.005 0 .005 MH-42 0.0 0 .00 10.00 0 .00 0.00 0.001 0 .001 MH-44 0.0 0.00 10.00 0.00 0.00 0.003 0.003 MH-45 0.0 0.00 10.00 0.00 0 .00 0 .030 0 .030 MH-46 0.0 0 .00 10.00 0.00 0.00 0.046 0 .046 MH-47 0.0 0 .00 10.00 0.00 0.00 0.013 0.013 MH-48 0.0 0.00 10.00 0 .00 0.00 0.003 0.003 MH-49 0 .0 0.00 10.00 0 .00 0.00 0.001 0.001 MH-50 0.0 0.00 10.00 0.00 0.00 0.008 0.008 MH-51 0 .0 0.00 10 .00 0 .00 0.00 0.003 0.003 MH-52 0.0 0.00 10 .00 0 .00 0.00 0 .007 0.007 MH-53 0.0 0.00 10 .00 0 .00 0.00 0.002 0.002 MH-54 0.0 0.00 10.00 0 .00 0.00 0 .002 0.002 MH-55 0.0 0.00 10.00 0.00 0 .00 0 .015 0.015 MH-56 0.0 0.00 10.00 0 .00 0 .00 0 .013 0.013 MH-57 0.0 0 .00 10.00 0.00 0 .00 0.013 0 .013 MH-58 0.0 0.00 10.00 0.00 0.00 0.003 0.003 MH-59 0 .0 0.00 10.00 0.00 0.00 0.015 0 .015 MH-60 0.0 0.00 10.00 0.00 0.00 0.012 0.012 MH-61 0.0 0.00 10.00 0.00 0.00 0.007 0.007 MH-62 0.0 0.00 10.00 0.00 0.00 0 .010 0.010 MH-63 0 .0 0.00 10.00 0 .00 0.00 0.007 0 .007 MH-64 0.0 0.00 10 .00 0.00 0.00 0.002 0 .002 MH-65 0.0 0.00 10.00 0.00 0.00 0.007 0.007 MH-66 0.0 0.00 10.00 0.00 0.00 0.020 0.020 MH-67 0.0 0.00 10 .00 0 .00 0.00 0.005 0.005 MH-68 0.0 0.00 10 .00 0 .00 0.00 0.008 0.008 MH-69 0 .0 0.00 10.00 0.00 0.00 0.007 0.007 MH-70 0 .0 0 .00 10.00 0.00 0.00 0 .003 0.003 MH-71 0.0 0.00 10.00 0.00 0.00 0.068 0.068 MH-72 0.0 0 .00 10.00 0.00 0 .00 0 .010 0.010 MH-74 0.0 0.00 10.00 0.00 0 .00 0.007 0.007 MH-lB 0.0 0.00 10.00 0 .00 0.00 0 .017 0.017 MH-75 0.0 0.00 10.00 0 .00 0.00 0.010 0.010 MH-76 0.0 0.00 10 .00 0 .00 0.00 0 .023 0.023 MH-77 0.0 0 .00 10.00 0.00 0.00 0 .005 0.005 MH-78 0.0 0.00 10.00 0 .00 0 .00 0 .026 0.026 MH-79 0.0 0.00 10.00 0.00 0.00 0 .007 0 .007 MH-80 0.0 0.00 10 .00 0 .00 0.00 0 .031 0.031 MH-81 0.0 0 .00 10 .00 0 .00 0.00 0 .003 0.003 MH-82 0.0 0.00 10.00 0 .00 0.00 0.023 0.023 MH-83 0.0 0.00 10 .00 0.00 0.00 0 .013 0.013 MH-84 0.0 0.00 10 .00 0 .00 0.00 0 .030 0.030 MH-85 0.0 0 .00 10.00 0.00 0 .00 0.013 0.013 MH-86 0.0 0 .00 10.00 0.00 0.00 0 .080 0.080 MH-87 0.0 0 .00 10.00 0.00 0.00 0 .053 0.053 MH-88 0 .0 0.00 10.00 0.00 0 .00 0.059 0.059 MH-90 0 .0 0.00 10.00 0 .00 0.00 0 .119 0 .119 MH-93 0.0 0.00 10.00 0.00 0.00 0.063 0 .063 MH-94 0 .0 0.00 10.00 0.00 0.00 0.017 0.017 MH-95 0.0 0.00 10.00 0.00 0.00 0 .007 0.007 Page 2 stmOutput .txt MH-96 0.0 0 .00 10.00 0.00 0.00 0 .008 0 .008 MH-97 0 .0 0.00 10 .00 0.00 0 .00 0 .005 0 .005 MH-98 0 .0 0.00 10.00 0 .00 0 .00 0 .012 0 .012 MH-99 0.0 0 .00 10.00 0 .00 0 .00 0 .025 0.025 MH-100 0.0 0.00 10 .00 0.00 0.00 0 .021 0.021 MH-101 0 .0 0 .00 10.00 0 .00 0.00 0 .017 0.017 MH-102 0 .0 0 .00 10.00 0 .00 0.00 0 .005 0 .005 MH 103 0.0 0 .00 10 .00 0 .00 0 .00 0 .007 0.007 MH-104 0.0 0.00 10.00 0.00 0 .00 0.008 0.008 MH-105 0.0 0.00 10.00 0.00 0.00 0 .025 0.025 MH-106 0.0 0.00 10 .00 0.00 0.00 0 .013 0.013 MH-107 0.0 0.00 10.00 0 .00 0.00 0 .007 0.007 MH-108 0 .0 0.00 10.00 0 .00 0 .00 0.020 0 .020 MH-109 0 .0 0.00 10.00 0 .00 0.00 0 .013 0 .013 MH-110 0.0 0 .00 10 .00 0 .00 0 .00 0 .015 0 .015 MH-111 0.0 0.00 10.00 0 .00 0 .00 0.007 0 .007 MH-112 0 .0 0 .00 10.00 0 .00 0.00 0 .010 0.010 ----------------------------------------------------------------------------- Cumulative Junction Discharge Computations ================================================================================= Node Node We i ghted Cumulat. Cumulat. Intens . User Additional Total I.D. Type C-Value Dr.Area Tc Supply Q Q in Node Disch. (acres) (min) (in/hr) cfs) (cfs) (cfs) --------------------------------------------------------------------------------- MH-1 CircMh 0.000 0 .00 10.00 6 .33 0.312 0.00 0 .312 MH-2 CircMh 0.000 0 .00 10 .00 6 .33 0.331 0.00 0 .331 MH-3 CircMh 0.000 0 .00 14.07 5.37 0.464 0.00 0. 464 MH-4 CircMh 0.000 0 .00 15.32 5 .13 0.489 0 .00 0 .489 MH-5 CircMh 0 .000 0.00 16 .07 5.01 0.494 0 .00 0.494 MH-6 CircMh 0.000 0.00 17.56 4.77 0.511 0 .00 0 .511 MH-7 CircMh 0.000 0.00 19 .06 4.55 0.531 0.00 0 .531 MH-8 CircMh 0.000 0 .00 19 .95 4.44 0.551 0 .00 0 .551 MH-9 CircMh 0.000 0 .00 21.12 4.29 0.571 0.00 0 .571 MH-10 CircMh 0.000 0 .00 23.62 4.02 0.782 0 .00 0.782 MH-11 CircMh 0.000 0 .00 24 .43 3.94 0.802 0.00 0.802 MH-12 CircMh 0.000 0.00 26 .06 3.78 0.819 0.00 0.819 MH-13 CircMh 0.000 0 .00 27.67 3 .65 0.829 0.00 0.829 MH-14 CircMh 0.000 0 .00 28 .86 3.55 0.937 0.00 0.937 MH-15 CircMh 0.000 0.00 29 .78 3.48 0.937 0.00 0 .937 MH-16 CircMh 0.000 0 .00 31 .61 3.35 0.952 0.00 0 .952 MH-17 CircMh 0 .000 0 .00 32 .67 3 .28 0.989 0.00 0.989 MH-18 CircMh 0 .000 0 .00 33 .42 3 .23 1. 036 0.00 1. 036 MH-19 CircMh 0 .000 0 .00 38 .96 2 .92 1. 618 0.00 1.618 MH-20 CircMh 0 .000 0 .00 39 .74 2 .88 1. 625 0 .00 1. 625 MH-21 CircMh 0.000 0 .00 40.78 2.83 1. 637 0.00 1. 637 MH-22 CircMh 0.000 0 .00 41. 40 2.80 1.637 0.00 1. 637 MH-23 CircMh 0.000 0.00 43 .15 2.73 1. 716 0.00 1. 716 MH-24 CircMh 0.000 0 .00 43.65 2 .71 1. 716 0.00 1. 716 MH-25 CircMh 0.000 0 .00 43 .93 2.69 1.716 0.00 1 .716 Page 3 stmOutput.txt MH-26 CircMh 0 .000 0.00 24 .75 3.90 0 .436 0 .00 0.436 MH-27 CircMh 0.000 0 .00 25 .96 3.79 0.494 0.00 0 .494 MH-28 CircMh 0.000 0 .00 26 .98 3.70 0.494 0 .00 0 .494 MH-29 CircMh 0 .000 0.00 27.81 3.63 0.501 0.00 0 .501 MH-30 CircMh 0 .000 0 .00 30 .35 3.44 0.501 0.00 0 .501 MH-31 CircMh 0.000 0 .00 31 .69 3.34 0.501 0.00 0.501 MH-32 CircMh 0.000 0.00 32 .31 3.30 0 .523 0 .00 0.523 MH-33 CircMh 0.000 0.00 33.85 3.20 0.530 0.00 0.530 MH-34 CircMh 0.000 0.00 36 .00 3 .08 0.543 0 .00 0.543 MH-35 CircMh 0.000 0.00 10.00 6.33 0.040 0.00 0.040 MH-36 CircMh 0.000 0 .00 0.00 0 .00 0.002 0.00 0.002 MH-37 CircMh 0.000 0 .00 10.00 6.33 0.015 0 .00 0.015 MH-38 CircMh 0.000 0.00 10.88 6 .09 0.025 0 .00 0.025 MH-39 CircMh 0.000 0 .00 0.00 0.00 0.003 0.00 0.003 MH-40 CircMh 0.000 0 .00 17 .85 4.73 0.183 0 .00 0.183 MH-41 CircMh 0.000 0 .00 19.72 4.47 0 .188 0.00 0.188 MH-42 CircMh 0.000 0 .00 0 .00 0.00 0.001 0 .00 0.001 MH-43 CircMh 0.000 0 .00 10 .00 6 .33 0 .001 0.00 0.001 MH-44 CircMh 0.000 0 .00 0 .00 0.00 0.003 0.00 0.003 MH-45 CircMh 0.000 0 .00 10.00 6.33 0.046 0.00 0.046 MH-46 CircMh 0.000 0 .00 11.72 5.88 0.092 0.00 0.092 MH-47 CircMh 0.000 0 .00 0 .00 0.00 0.013 0.00 0.013 MH-48 CircMh 0.000 0 .00 0 .00 0.00 0.003 0.00 0.003 MH-49 CircMh 0.000 0 .00 10.00 6.33 0.004 0 .00 0.004 MH-50 CircMh 0.000 0.00 10 .00 6 .33 0.012 0.00 0.012 MH -51 CircMh 0.000 0 .00 10 .00 6 .33 0.015 0.00 0 .015 MH-52 CircMh 0.000 0 .00 10 .00 6 .33 0 .022 0 .00 0.022 MH-53 CircMh 0.000 0 .00 0.00 0.00 0.002 0.00 0 .002 MH-54 CircMh 0.000 0 .00 0.00 0.00 0.002 0.00 0.002 MH-55 CircMh 0.000 0 .00 10.00 6 .33 0.017 0.00 0.017 MH-56 CircMh 0.000 0.00 10.00 6 .33 0 .030 0.00 0.030 MH-57 CircMh 0 .000 0.00 10 .64 6.15 0.043 0.00 0.043 LS CircMh 0.000 0.00 43.93 2.69 1. 716 0.00 1.716 MH-58 CircMh 0.000 0 .00 23 .89 3 .99 0.436 0.00 0.436 MH-59 CircMh 0.000 0 .00 22 .92 4.09 0.433 0.00 0.433 MH-60 CircMh 0.000 0 .00 12.18 5.77 0.177 0.00 0 .177 MH-61 CircMh 0.000 0 .00 10 .05 6.31 0.165 0.00 0.165 MH-62 CircMh 0.000 0.00 0 .00 0.00 0.010 0.00 0.010 MH-63 CircMh 0.000 0 .00 21. 68 4.23 0.241 0.00 0.241 MH-64 CircMh 0.000 0.00 10.00 6 .33 0.148 0 .00 0 .148 MH-65 CircMh 0.000 0.00 20.63 4 .35 0.234 0.00 0.234 MH-66 CircMh 0.000 0.00 19.23 4.53 0.227 0.00 0.227 MH-67 CircMh 0.000 0 .00 17 .68 4.75 0.197 0.00 0 .197 MH-68 CircMh 0 .000 0.00 16.35 4 .96 0.192 0.00 0 .192 MH-69 CircMh 0 .000 0.00 10.00 6 .33 0 .010 0.00 0 .010 MH-70 CircMh 0.000 0.00 0 .00 0 .00 0 .003 0 .00 0.003 MH-71 CircMh 0.000 0.00 10.00 6 .33 0.136 0 .00 0.136 MH-73 CircMh 0.000 0 .00 10.00 6 .33 0.146 0.00 0.146 MH-72 CircMh 0.000 0.00 0.00 0.00 0 .010 0.00 0 .010 MH-74 CircMh 0.000 0.00 0.00 0.00 0.007 0.00 0 .007 MH-lB CircMh 0.000 0.00 10 .00 6.33 0.329 0.00 0 .329 Page 4 stmOutput.txt MH-75 CircMh 0.000 0.00 0.00 0.00 0.010 0 .00 0.010 MH-76 CircMh 0.000 0.00 10.00 6.33 0.033 0.00 0.033 MH-77 CircMh 0.000 0 .00 10.00 6 .33 0.038 0.00 0.038 MH-78 CircMh 0.000 0.00 10.00 6 .33 0.064 0 .00 0 .064 MH-79 CircMh 0.000 0.00 14.17 5 .35 0.153 0.00 0.153 MH-80 CircMh 0.000 0.00 15.36 5 .13 0.184 0.00 0.184 MH-80 CircMh 0.000 0.00 0.00 0.00 0 .000 0.00 0.000 MH-81 CircMh 0.000 0.00 0.00 0.00 0.003 0 .00 0.003 MH-82 CircMh 0.000 0.00 10.00 6.33 0.039 0.00 0.039 MH-83 CircMh 0.000 0 .00 10.00 6.33 0.052 0.00 0.052 MH-84 CircMh 0.000 0 .00 12.11 5 .79 0.082 0.00 0.082 MH-85 CircMh 0.000 0 .00 0 .00 0.00 0.013 0.00 0.013 MH-86 CircMh 0.000 0 .00 0 .00 0.00 0.080 0.00 0.080 MH-87 CircMh 0.000 0.00 10.00 6.33 0.133 0.00 0.133 MH-88 CircMh 0.000 0.00 10.00 6.33 0.192 0.00 0 .192 MH-90 CircMh 0.000 0 .00 10.00 6.33 0.311 0.00 0.311 MH-91 CircMh 0.000 0 .00 10 .00 6 .33 0.311 0.00 0.311 MH-92 CircMh 0.000 0.00 10.00 6 .33 0.311 0.00 0.311 MH-89 CircMh 0.000 0.00 10.00 6.33 0.192 0.00 0.192 MH-93 CircMh 0.000 0.00 11. 59 5.91 0 .131 0.00 0.131 MH-94 BoxMh 0.000 0.00 12.93 5. 60 0.160 0.00 0.160 MH-95 CircMh 0.000 0 .00 15.50 5 .10 0.172 0.00 0.172 MH-96 CircMh 0.000 0 .00 16.98 4.86 0.180 0.00 0.180 MH-97 CircMh 0.000 0 .00 0 .00 0.00 0.005 0.00 0.005 MH-98 CircMh 0.000 0.00 0.00 0.00 0.01 2 0.00 0.012 MH-99 CircMh 0.000 0.00 10.32 6.24 0.068 0 .00 0.068 MH-100 CircMh 0.000 0.00 10.00 6.33 0.043 0.00 0.043 MH-101 CircMh 0.000 0.00 10.00 6 .33 0.022 0.00 0.022 MH-102 CircMh 0.000 0.00 0.00 0 .00 0.005 0.00 0.005 MH 103 CircMh 0.000 0.00 10.00 6.33 0.040 0.00 0.040 MH-104 CircMh 0 .000 0.00 0.00 0.00 0.008 0.00 0 .008 MH-105 CircMh 0.000 0.00 0 .00 0.00 0.025 0.00 0.025 MH-106 CircMh 0.000 0.00 10.00 6.33 0.068 0.00 0 .068 MH-107 CircMh 0 .000 0.00 10 .00 6.33 0.041 0.00 0.041 MH-108 CircMh 0.000 0.00 0 .00 0.00 0.020 0.00 0.020 MH-109 CircMh 0.000 0.00 0 .00 0.00 0.013 0.00 0 .013 MH-110 CircMh 0.000 0 .00 0.00 0.00 0.015 0.00 0 .015 MH-111 CircMh 0.000 0.00 0 .00 0.00 0.007 0.00 0.007 MH-112 CircMh 0.000 0.00 0 .00 0.00 0.010 0.00 0 .010 --------------------------------------------------------------------------------- Conveyance Configuration Data ================================================================================== Run# Node I.D. Flow line Elev. us OS us OS Shape # Span Rise Length Slope n value (ft) (ft) (ft) (ft) (ft) (%) ---------------------------------------------------------------------------------- 1 MH-1 MH-lB 328 .49 321.14 Circ 1 0.00 0. 67 367.38 2 .00 0.013 2 MH-2 MH-3 316 .64 313.56 Circ 1 0.00 0.67 499.00 0 .62 0 .013 3 MH-3 MH-4 313 .46 312 .25 Circ 1 0.00 0.67 202.24 0 .60 0.013 Page 5 stmOutput.txt 4 MH-4 MH-5 312 .15 311.41 Circ 1 0.00 0.67 121. 99 0 .61 0 .013 5 MH-5 MH-6 311 .31 309 .87 Circ 1 0.00 0.67 241.44 0 .60 0.013 6 MH-6 MH-7 309 .7 7 308 .29 Circ 1 0.00 0.67 246.37 0.60 0.013 7 MH-7 MH-8 308 .19 307 .30 Circ 1 0.00 0. 67 147.45 0 .60 0 .013 8 MH-8 MH-9 307 .20 306 .03 Circ 1 0.00 0.67 196.23 0.60 0 .013 9 MH-9 MH-10 305 .93 303.39 Circ 1 0.00 0. 67 422.47 0 . 60 0.013 10 MH-10 MH-11 303.29 302 .40 Circ 1 0.00 0. 67 147.73 0 .60 0 .013 11 MH-11 MH-12 302 .30 300.54 Circ 1 0.00 0. 67 295 .04 0.60 0.013 12 MH-12 MH-13 300 .37 299.35 Circ 1 0.00 0.83 256 .72 0 .40 0 .013 13 MH-13 MH-14 299 .25 298 .50 Circ 1 0.00 0.83 188.82 0 .40 0 .013 14 MH-14 MH-15 298.40 297 .80 Circ 1 0.00 0 .83 149.65 0 .40 0 .013 15 MH-15 MH-16 297.70 296 .50 Circ 1 0 .00 0.83 298.28 0 .40 0.013 16 MH-16 MH-17 296 .40 295.70 Circ 1 0 .00 0.83 175.36 0 .40 0.013 17 MH-17 MH-18 295 .60 295.10 Circ 1 0.00 0 .83 124.67 0 .40 0 .013 18 MH-18 MH-19 293 .20 292 .00 Circ 1 0.00 0 .83 298.65 0 .40 0.013 19 MH-19 MH-20 291. 90 291. 34 Circ 1 0.00 0.83 139 .67 0 .40 0 .01 3 20 MH-20 MH-21 291.24 290.50 Circ 1 0.00 0.83 186 .82 0.40 0 .01 3 21 MH-21 MH-22 290 .40 288 .86 Circ 1 0.00 0.83 161. 35 0.95 0.013 22 MH-22 MH-23 288 .76 284 .4 9 Circ 1 0 .00 0.83 450.41 0 .95 0 .013 23 MH-23 MH-24 284.39 283 .15 Circ 1 0.00 0.83 130.50 0.95 0.013 24 MH-24 MH-25 283 .05 282 .36 Circ 1 0.00 0.83 74.19 0 .93 0 .013 25 MH-25 LS 272.11 272 .00 Circ 1 0.00 1. 00 10.00 1.10 0.013 26 MH-26 MH -27 302 .64 301. 99 Circ 1 0.00 0.67 162.75 0.40 0.013 27 MH-27 MH-28 301.89 301 .32 Circ 1 0.00 0.67 143.59 0.40 0.013 28 MH-28 MH-29 301.22 300 .7 6 Circ 1 0.00 0. 67 115.30 0.40 0.013 29 MH-29 MH-30 299 .66 298 .23 Circ 1 0 .00 0. 67 355.67 0 .40 0 .013 30 MH-30 MH-31 298.13 297 .38 Circ 1 0 .00 0 . 67 187.88 0 .40 0.013 31 MH-31 MH-32 297.28 296 .94 Circ 1 0.00 0. 67 86.22 0 .39 0.013 32 MH-32 MH-33 296.84 295 .96 Circ 1 0.00 0.67 218.72 0.40 0 .013 33 MH-33 MH-34 295.86 294 .65 Circ 1 0.00 0.67 304.23 0.40 0.013 34 MH-34 MH-19 294.55 292 .86 Circ 1 0.00 0 . 67 421. 50 0.40 0.013 35 MH-35 MH-18 294 .21 293 .58 Circ 1 0.00 0 .50 79.73 0 .79 0.013 36 MH-36 MH-37 303 .59 300 .78 Circ 1 0 .00 0 .50 280 .68 1. 00 0.013 37 MH-37 MH-38 300 .68 298 .00 Circ 1 0 .00 0 .50 267.72 1. 00 0.013 38 MH-38 MH-17 297 .90 295 .93 Circ 1 0 .00 0 .50 197.55 1. 00 0 .013 39 MH-39 MH-11 305 .66 302 .78 Circ 1 0.00 0 .50 252.96 1.14 0 .013 40 MH-40 MH-4 1 305 .15 304.35 Circ 1 0.00 0.67 200.60 0.40 0 .013 41 MH-41 MH-10 304 .25 303.39 Circ 1 0.00 0.67 214.24 0.40 0 .013 42 MH-42 MH-43 314 .65 314.32 Circ 1 0.00 0 . 67 82.72 0.40 0 .013 43 MH-43 MH-3 314 .22 313.56 Circ 1 0.00 0 .67 166.00 0.40 0.013 44 MH-44 MH-45 330 .30 321. 81 Circ 1 0 .00 0.50 396.50 2.14 0 .013 45 MH-45 MH-46 321 .71 316 .71 Circ 1 0.00 0.50 499.51 1. 00 0 .013 46 MH-46 MH-3 316 .61 313 .73 Circ 1 0.00 0.50 294.82 0 .98 0 .013 47 MH-47 MH-45 322 .89 322 .20 Circ 1 0.00 0.50 68.50 1. 01 0 .013 48 MH-48 MH-49 303 .30 302 .59 Circ 1 0.00 0 .50 79.09 0.90 0 .013 49 MH-49 MH-50 302 .49 301 .01 Circ 1 0.00 0.50 145.85 1. 01 0 .013 50 MH-50 MH-51 300 .91 299 .44 Circ 1 0.00 0.50 147 .85 0.99 0.013 51 MH-51 MH-52 299 .34 297 .87 Circ 1 0 .00 0.50 147.05 1. 00 0.013 52 MH-52 MH-32 297 .60 296.96 Circ 1 0.00 0 .67 159 .13 0.40 0 .013 53 MH-53 MH-29 302 .46 300 .92 Circ 1 0.00 0 .50 153 .25 1. 00 0.013 54 MH-54 MH-55 308 .74 307 .67 Circ 1 0.00 0.50 136.07 0.79 0 .013 Page 6 stmOutput.txt 55 MH-55 MH-56 307.57 305.87 Circ 1 0 .00 0.50 216 .39 0.79 0.013 56 MH-56 MH-57 305 .7 7 303.12 Circ 1 0.00 0.50 338.40 0.78 0 .013 57 MH-57 MH-27 302 .95 301. 99 Circ 1 0.00 0.67 239 .11 0.40 0.013 58 MH-58 MH-26 303.37 302.89 Circ 1 0.00 0. 67 118.88 0 .40 0 .013 59 MH-59 MH-58 304 .86 303 .54 Circ 1 0.00 0.50 166.18 0 .79 0.013 60 MH-60 MH-59 306.34 304 .96 Circ 1 0 .00 0 .50 172.27 0 .80 0.013 61 MH-61 MH-60 304.86 303 .53 Circ 1 0.00 0.50 251. 99 0.53 0 .013 62 MH-62 MH-61 303 .37 302 .89 Circ 1 0.00 0.50 154.44 0.31 0.013 63 MH-63 MH-59 307.00 304.96 Circ 1 0.00 0.50 204.68 1. 00 0.013 64 MH-64 MH-61 309.96 308.56 Circ 1 0.00 0.50 175.68 0.80 0.013 65 MH-65 MH-63 308.37 307 .11 Circ 1 0.00 0.50 157.35 0.80 0.013 66 MH-66 MH-65 310.13 308.47 Circ 1 0.00 0.50 208.26 0.80 0 .013 67 MH-67 MH-66 311.17 310 .23 Circ 1 0.00 0 .50 187 .39 0.50 0.013 68 MH-68 MH-67 312.07 311.27 Circ 1 0.00 0.50 159.41 0 .50 0.013 69 MH-69 MH-66 311. 95 310 .23 Circ 1 0.00 0.50 214.88 0.80 0.013 70 MH-70 MH-69 313.20 312.05 Circ 1 0 .00 0.50 145.01 0.79 0 .01 3 71 MH-73 MH-64 311.49 310.06 Circ 1 0.00 0 .50 178.61 0.80 0 .013 72 MH-71 MH-73 312 .51 311. 59 Circ 1 0.00 0.50 114.50 0.80 0 .013 73 MH-72 MH-73 315 .99 311.59 Circ 1 0.00 0 .50 244.30 1. 80 0.013 74 MH-74 MH-9 308 .57 306 .43 Circ 1 0.00 0.50 214.00 1. 00 0.013 75 MH-lB MH-2 321 .04 316 .74 Circ 1 0.00 0. 67 215.00 2.00 0.013 76 MH-75 MH-76 328 .75 323 .50 Circ 1 0.00 0.50 345.49 1. 52 0 .013 77 MH-76 MH-77 323 .40 319.75 Circ 1 0.00 0.50 263 .76 1. 38 0.013 78 MH-77 MH-78 319.65 315.57 Circ 1 0.00 0.50 263.96 1. 55 0 .013 79 MH -78 MH-79 315 .47 314 .77 Circ 1 0.00 0.50 87.21 0.80 0.013 80 MH-79 MH -80 314 .67 313 .39 Circ 1 0.00 0 .50 161. 03 0.79 0.013 82 MH-80 MH-68 313 .29 312 .17 Circ 1 0.00 0.50 139.50 0.80 0.013 83 MH-81 MH-82 331 .58 326.04 Circ 1 0 .00 0.50 363.98 1. 52 0 .013 84 MH-82 MH-83 325 .94 323.52 Circ 1 0.00 0.50 207.71 1.17 0.013 85 MH-83 MH-84 323 .42 317 .03 Circ 1 0.00 0.50 377.81 1. 69 0.013 86 MH-84 MH-79 316.93 314.77 Circ 1 0.00 0.50 242.13 0 .89 0.013 87 MH-85 MH-82 327 .21 326 .04 Circ 1 0 .00 0 .50 77.82 1. 50 0.013 88 MH-86 MH-87 337 .19 335.56 Circ 1 0 .00 0 .50 203.85 0 .80 0 .013 89 MH-87 MH-88 335 .46 332.57 Circ 1 0.00 0.50 361.11 0.80 0.013 90 MH-88 MH-89 332 .47 332 .00 Circ 1 0.00 0.50 59 .13 0 .79 0 .013 91 MH-89 MH-90 331.90 330 .7 6 Circ 1 0.00 0.50 143.15 0.80 0 .013 92 MH-90 MH-91 330 .66 330.01 Circ 1 0.00 0.50 80.20 0.81 0 .013 93 MH-91 MH-92 329 .91 329 .70 Circ 1 0.00 0.50 25.46 0.82 0.013 94 MH-92 MH-1 329 .60 328.59 Circ 1 0.00 0.67 100.88 1. 00 0.013 95 MH-96 MH-40 305 .82 305.45 Circ 1 0.00 0.67 92.69 0.40 0 .013 96 MH-95 MH-96 306 .55 305.92 Circ 1 0.00 0.67 157.11 0 .40 0.013 97 MH-97 MH-95 309 .73 306 .82 Circ 1 0 .00 0.50 145 .55 2 .00 0.013 98 MH-94 MH-95 307 .71 306.65 Circ 1 0.00 0. 67 265 .00 0.40 0.013 99 MH-93 MH-94 309.17 307.86 Circ 1 0 .00 0.50 171.41 0.76 0.013 100 MH-98 MH-94 309.13 307.86 Circ 1 0 .00 0 .50 157.21 0.81 0.013 101 MH-99 MH-93 310.74 309 .27 Circ 1 0.00 0.50 146.66 1. 00 0.013 102 MH-100 MH-99 314 .75 310.84 Circ 1 0 .00 0.50 390 .53 1. 00 0.013 103 MH-101 MH-100 318 .26 314.85 Circ 1 0 .00 0 .50 341.44 1. 00 0 .013 104 MH-102 MH-101 319 .54 318.36 Circ 1 0.00 0 .50 117.65 1. 00 0.013 105 MH 103 MH-35 295.49 294.50 Circ 1 0 .00 0 .50 123.35 0 .80 0.013 106 MH-104 MH 103 296 .64 295 .59 Circ 1 0 .00 0 .50 132.75 0 .79 0 .013 Page 7 strnOutput .txt 107 MH-105 MH 103 297 .49 295.59 Circ 1 0 .00 0 .50 380 .00 0.50 0.013 108 MH-106 MH-71 313.50 312 .75 Circ 1 0 .00 0.50 112.73 0.67 0 .013 109 MH-107 MH-106 320 .47 314.00 Circ 1 0 .00 0.50 323 .13 2 .00 0 .013 110 MH-108 MH-107 324 .82 320.57 Circ 1 0.00 0 .50 233.18 1. 82 0.013 111 MH-109 MH-106 318.37 314.50 Circ 1 0.00 0.50 193 .1 4 2 .00 0.013 112 MH-110 MH-107 324.25 320.57 Circ 1 0.00 0.50 245 .27 1. 50 0.013 113 MH-111 MH-4 316.44 313.65 Circ 1 0.00 0.50 139 .89 1. 99 0.013 114 MH-112 MH-7 310.73 308.50 Circ 1 0 .00 0.50 222 .11 1. 00 0.013 ---------------------------------------------------------------------------------- Conveyance Hydraulic Computations . Tail water = 0 .000 (ft) ================================================================================== Hydraulic Grade line Depth Velocity June Run# us Elev OS Elev Fr .Slope Unif . Actual Unif . Actual Q Cap Loss (ft) (ft) (%) (ft) (ft) (f/s) (f/s) (cfs) (cfs) (ft ) ---------------------------------------------------------------------------------- 1* 328.68 321. 33 0 .065 0.19 0 .19 3 .73 3 .73 0.31 1. 73 0 .000 2* 316.91 313.83 0.073 0.27 0 .27 2.46 2 .46 0 .33 0 .96 0.000 3 313.79 312.57 0.144 0.33 0 .33 2.69 2 .69 0.46 0 .95 0.000 4 312 .49 311. 66 0 .159 0.34 0 .34 2 .72 2.72 0 .49 0 .95 0.000 5 311 .66 310.12 0 .1 63 0.35 0 .35 2 .70 2 .70 0 .49 0.95 0.000 6 310.12 308 .55 0.174 0.35 0.35 2.74 2.74 0 .51 0.95 0.000 7* 308.55 307 .66 0.188 0.36 0.36 2.76 2.76 0 .53 0 .95 0 .000 8 307.57 306.38 0.202 0 .37 0.37 2.79 2 .79 0 .55 0 .95 0.000 9 306.30 303.75 0 .217 0 .37 0 .37 2 .82 2 .82 0 .57 0.95 0.000 10 303.75 302 .78 0.407 0.46 0 .46 3.02 3.02 0 .78 0 .95 0 .000 11 302.77 301. 00 0 .428 0.47 0 .47 3.03 3.03 0.80 0 .95 0 .000 12 300 .83 299.75 0 .143 0.46 0.46 2 .66 2.66 0 .82 1. 37 0 .000 13 299 .72 298.91 0.146 0 .47 0 .47 2 .64 2 .64 0 .83 1. 37 0.000 14 298.91 298.23 0.187 0.51 0 .51 2 .71 2 .71 0.94 1. 37 0.000 15 298 .21 296 .93 0 .187 0.51 0.51 2 .71 2 .71 0 .94 1. 38 0.000 16 296.91 296.13 0.193 0.51 0 .51 2 .76 2 .76 0.95 1. 37 0.000 17 296 .12 295.55 0.208 0 .52 0.52 2 .78 2.78 0.99 1. 37 0.000 18 293 .91 293 .25 0.228 0.54 0 .83 2 .79 1. 91 1. 04 1. 37 0.000 19 293.25 292.48 0.557 0 .83 0 .83 2 .99 2.99 1. 62 1. 37 0.000 20 292.48 291. 07 0.562 0 .83 0 .83 3 .00 3 .00 1. 63 1. 36 0 .000 21* 290.95 289.41 0.570 0 .55 0 .55 4 .32 4 .32 1. 64 2 .12 0.000 22* 289.31 285.04 0.570 0.55 0.55 4 .29 4 .29 1. 64 2 .11 0.000 23* 284 .96 283.72 0.627 0 .57 0.57 4 .35 4 .35 1. 72 2 .11 0.000 24* 283.62 282 .93 0.627 0 .57 0.57 4.33 4 .33 1. 72 2.09 0.000 25* 272.59 272.48 0 .232 0 .48 0 .48 4 .65 4 .65 1. 72 3.74 0.000 26 303 .00 302 .30 0.127 0.36 0 .36 2 .25 2.25 0.44 0.77 0.000 27 302.28 301.61 0.162 0.39 0 .39 2 .34 2.34 0.49 0 .77 0.000 28 301 .61 300 .93 0.162 0 .39 0.39 2.34 2.34 0.49 0 .77 0.000 29 300 .05 298 .52 0 .167 0 .39 0 .39 2 .33 2 .33 0.50 0.78 0.000 30 298 .52 297 .67 0.167 0 .39 0 .39 2.33 2 .33 0 .50 0 .77 0.000 31 297.67 297.24 0.167 0.39 0 .39 2.33 2 .33 0 .50 0.77 0.000 32* 297 .24 296 .36 0.182 0.40 0 .40 2 .36 2 .36 0 .52 0 .78 0.000 33* 296 .27 295 .06 0.187 0.41 0.41 2.35 2.35 0.53 0 .77 0.000 34* 294.96 293 .27 0.196 0 .41 0.41 2 .38 2.38 0.54 0.78 0 .000 Page 8 strnOutput .txt . . ~ . 35* 294 .31 293 .91 0 .005 0 .10 0.33 1. 52 0 .29 0 .04 0.50 0.000 36* 30 3 .61 300.80 0 .000 0 .02 0 .02 0 .64 0 .64 0 .00 0 .56 0 .000 37* 300 .74 298 .06 0.001 0 .06 0.06 1. 25 1.25 0 .02 0 .56 0 .00 0 38* 297 .97 296 .12 0 .002 0 .07 0 .19 1. 46 0 .37 0 .03 0.56 0 .000 39* 305.69 302 .81 0.000 0 .03 0 .03 0 .7 6 0 .76 0.00 0 .60 0 .000 40* 3 05 .37 304 .57 0.022 0 .22 0 .22 1. 78 1. 7 8 0 .18 0 .77 0 .00 0 41* 304 .48 303 .75 0.023 0 .23 0 .36 1. 8 0 0 .97 0.19 0 .78 0 .000 42* 314 .67 314 .34 0 .000 0.02 0 .02 0 .3 9 0 .39 0 .00 0 .77 0 .000 43* 314 .24 313 .79 0.000 0 .02 0.23 0 .3 9 0.01 0.00 0 .77 0 .00 0 44* 330 .32 321 .83 0.000 0.02 0 .02 0.96 0 .96 0 .00 0 .82 0 .000 45* 321. 81 316 .81 0 .007 0 .10 0 .10 1. 73 1. 73 0 .05 0 .56 0 .000 46* 316 .75 313 .87 0.027 0 .14 0 .14 2.09 2.09 0 .09 0 .55 0 .000 47* 322 .94 322 .25 0.001 0.05 0 .05 1. 2 1 1. 21 0.01 0 .56 0 .000 48* 303 .33 302 .62 0 .000 0 .03 0 .03 0 .7 6 0 .76 0 .00 0.53 0 .000 49* 302 .52 301 .04 0 .000 0 .03 0 .03 0.82 0 .82 0.00 0 .57 0 .000 50* 3 00 .96 299 .49 0.000 0.05 0 .05 1.18 1.18 0 .01 0.56 0 .000 51* 299.40 297 .93 0.001 0 .06 0.06 1. 2 5 1. 25 0 .02 0 .56 0 .000 52* 297 .68 297 .24 0 .000 0 .08 0 .28 0 .97 0 .16 0 .02 0 .78 0 .000 53* 302 .48 300 .94 0.000 0 .02 0 .02 0 .6 4 0 .6 4 0 .00 0 .56 0 .000 54* 308.76 307 .69 0.000 0 .02 0.0 2 0 .6 4 0 .64 0 .00 0 .50 0 .000 55* 307 .63 305 .93 0 .001 0 .06 0 .06 1.17 1.17 0 .02 0 .50 0.000 56* 305.85 303 .20 0 .003 0 .08 0 .08 1. 40 1. 40 0 .03 0 .50 0 .000 57* 303 .06 302 .28 0.001 0 .11 0 .29 1.18 0 .3 0 0 .0 4 0 .78 0 .0 0 0 58 303 .73 303 .20 0 .127 0.36 0 .36 2 .2 9 2 .29 0 .44 0 .78 0 .000 59 305 .22 303 .87 0 .594 0 .36 0 .36 2 .86 2 .86 0 .43 0 .50 0 .000 60* 306 .55 305 .22 0.099 0 .21 0 .26 2 .33 1. 72 0 .18 0 .50 0.000 61* 306 .76 306.55 0.086 0 .22 0 .50 1. 9 7 0 .8 4 0 .16 0 .41 0 .000 62* 306 .76 306 .76 0 .000 0 .06 0 .50 0 .72 0 .05 0 .01 0 .31 0 .000 63 307 .23 305 .22 0.184 0.23 0 .26 2 .74 2 .3 4 0 .24 0 .56 0 .000 64* 310 .15 308 .75 0.069 0 .19 0 .19 2 .23 2 .23 0.15 0.50 0 .000 65 308 .61 307 .24 0 .174 0 .24 0 .24 2 .51 2 .51 0 .23 0 .50 0 .000 66 310 .37 308 .61 0 .164 0 .24 0 .2 4 2 .4 9 2 .49 0 .23 0 .50 0 .000 67 311 .42 310 .3 7 0.123 0 .25 0 .25 2 .01 2 .01 0 .20 0.40 0 .0 00 68 312 .32 311 .42 0.117 0 .25 0 .25 2 .00 2 .00 0 .19 0 .40 0 .000 69* 312 .00 310 .37 0 .000 0 .05 0 .1 4 1. 01 0 .23 0 .01 0 .50 0 .000 70* 313 .23 312 .08 0 .000 0 .03 0 .03 0 .68 0 .68 0 .00 0 .50 0 .0 00 71* 311. 67 310 .24 0 .067 0 .1 8 0 .18 2 .21 2 .21 0 .15 0.50 0.0 00 72* 312 .69 311 .77 0 .058 0.18 0 .18 2 .17 2 .17 0 .14 0 .50 0 .000 73* 316.03 311 .67 0 .000 0 .04 0 .08 1. 36 0 .46 0 .01 0 .75 0 .0 00 7 4* 308 .61 306.4 7 0.000 0.04 0 .04 0 .95 0 .95 0 .01 0 .56 0 .000 75* 321. 24 316.94 0 .072 0 .20 0.2 0 3 .77 3 .77 0 .33 1. 73 0 .000 76* 328 .79 323 .54 0 .000 0 .04 0 .0 4 1. 26 1. 26 0 .01 0 .69 0 .000 7 7 * 323 .48 319 .83 0.003 0 .08 0 .08 1. 78 1. 7 8 0 .03 0 .66 0 .0 0 0 78* 319 .73 315 .65 0.005 0 .08 0 .08 1. 9 0 1. 9 0 0 .04 0 .70 0 .000 79* 315 .59 314 .89 0 .013 0 .12 0 .12 1. 7 6 1. 76 0 .06 0 .50 0 .000 80* 314 .86 313 .58 0 .074 0.19 0 .19 2 .2 4 2 .24 0 .15 0 .50 0 .000 82 31 3 .50 312 .32 0.108 0 .21 0 .2 1 2 .37 2 .37 0 .18 0 .50 0 .0 00 83* 331.60 326.06 0 .000 0 .02 0 .02 0 .8 5 0 .85 0 .00 0 .69 0 .000 84* 326 .03 323 .61 0.005 0.09 0 .09 1. 73 1. 73 0 .04 0 .61 0 .000 85* 323 .51 317 .12 0 .009 0 .0 9 0 .09 2 .1 4 2 .14 0 .05 0 .73 0 .000 86* 317 .06 314 .90 0 .021 0 .13 0 .13 1. 96 1. 96 0 .08 0 .53 0 .000 Page 9 stmOutput .txt . . .... 87* 327 .26 326 .09 0 .001 0 .05 0 .05 1. 36 1. 36 0.01 0 .69 0.000 88* 337 .32 335 .69 0 .020 0 .13 0 .13 1. 87 1. 87 0 .08 0 .50 0.000 89* 335.64 332 .75 0 .056 0 .18 0.18 2 .16 2.16 0.13 0.50 0 .000 90 332 .68 332.13 0 .117 0 .21 0 .21 2 .38 2 .38 0.19 0 .50 0 .000 91 332 .11 330 .94 0 .117 0 .21 0 .21 2 .38 2 .38 0 .19 0 .50 0.000 92* 330.94 330 .29 0.307 0.28 0 .28 2.71 2 .71 0 .31 0 .51 0.000 93* 330.19 329.98 0 .307 0 .28 0 .28 2 .73 2 .73 0.31 0 .51 0.000 94* 329.83 328 .82 0 .064 0.23 0 .23 2.90 2 .90 0 .31 1. 23 0.000 95* 306.04 305 .67 0 .021 0.22 0.22 1. 78 1. 78 0 .18 0 .77 0 .000 96* 306.76 306 .13 0.020 0 .21 0 .21 1. 76 1. 76 0 .17 0 .78 0 .000 97* 309.76 306 .85 0 .000 0.03 0 .03 1.13 1.13 0 .01 0 .79 0.000 98* 307 .92 306 .86 0 .017 0 .21 0.21 1. 72 1. 72 0 .16 0 .77 0.000 99* 309.35 308 .04 0 .054 0 .18 0 .18 2 .12 2.12 0.13 0.49 0.000 100* 309.18 307 .92 0 .000 0 .05 0.06 1. 06 0.98 0 .01 0 .50 0.000 101* 310.86 309.39 0 .014 0 .12 0 .12 1. 93 1. 93 0 .07 0 .56 0 .000 102* 314.84 310.93 0 .006 0 .09 0 .09 1. 69 1. 69 0.04 0.56 0.000 103* 318.33 314.92 0 .001 0 .07 0 .07 1. 36 1. 36 0 .02 0 .56 0 .000 104* 319 .57 318.39 0 .000 0.03 0 .03 0 .86 0 .86 0 .01 0 .56 0.000 105* 295 .58 294 .59 0.005 0 .09 0 .09 1. 55 1. 55 0 .04 0 .50 0 .000 106* 296 .68 295 .63 0 .000 0 .04 0.04 0.95 0.95 0.01 0.50 0.000 107* 297 .57 295.67 0.002 0.08 0 .08 1.1 3 1.13 0 .03 0 .40 0.000 108* 313 .63 312 .88 0.015 0 .13 0 .13 1. 67 1. 67 0 .07 0 .46 0.000 109* 320.55 314.08 0 .005 0 .08 0 .08 2.15 2 .15 0 .04 0.79 0.000 110* 324.88 320 .63 0 .001 0 .06 0 .06 1. 66 1. 66 0.02 0 .76 0.000 111* 318 .41 314 .54 0 .001 0.04 0 .04 1. 56 1. 56 0.01 0.79 0.000 112* 324.30 320.62 0 .001 0 .05 0.05 1. 42 1. 42 0 .01 0 .69 0.000 113* 316 .47 313 .68 0 .000 0 .03 0 .03 1. 20 1. 20 0 .01 0 .79 0 .000 114* 310 .78 308 .55 0 .000 0 .05 0 .05 1.11 1. 02 0 .01 0 .56 0.000 ===================================END============================================ * Super critical flow. NORMAL TERMINATION OF WINSTORM. Warning Messages for current project: Runoff Frequency of : 2 Years Tail water set to uniform depth elevation = 272.48(ft) Drop flow line elevation. Downstream HGL set to uniform depth elevation at Run# 24 Run# 20 Insufficient capacity . Run# 19 Insufficient capacity . Drop flow line elevation . Downs tream HGL set to critical depth elevation at Run# 17 Drop flow line elevation . Downstream HGL set to uniform depth elevation at Run# 105 Drop flow line elevation . Downstream HGL set to uniform depth elevation at Run# 106 Drop flow line elevation . Downstream HGL set to uniform depth elevation at Run# 107 Drop flow line elevation. Downstream HGL set to uniform depth elevation at Run# 37 Drop flow line elevation. Downstream HGL set to uniform depth elevation at Run# 51 Drop flow line elevation. Downstream HGL set to uniform depth elevation at Run# 36 Drop flow line elevation . Downstream HGL set to uniform depth elevation at Run# 50 Drop flow line elevation. Downstream HGL set to uniform depth elevation at Run# 49 Drop flow line elevation. Downstream HGL set to critical depth elevation at Run# 28 Page 10 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 2 -Project Administration I Start (Page 2.1) Enaineerina and Desian Professionals Information Engineering Firm Name and Address: Jurisdiction ?vv'\£ Co~~'"'-r'~ £°Ni&,~'OV£~ City: Bryan x: College Station Date of Submittal: Lead Engineer's Name and Contact lnfo.(phone, e-mail, fax): Other: ~,, ~ '/\. Y'<1£nc>-~r-. .f~ I T Supporting Engineering I Consulting Firm(s): Other contacts: Developer I Owner I Applicant Information Developer I Applicant Name and Address: Phone and e-mail: Ce£R\t:: VV\~ .PAe-r~s Property Owner(s) if not Developer I Applicant (&address): Phone and e-mail: Project Identification Development Name: c. Q.F-...~\.C. rv1TZ.A-Oo~ I s2-rz__ Is subject property a site project, a single-phase subdivision, or part of a multi-phase subdivision? If multi-phase, subject property is phase of 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 earlier phases. For most recent earlier phase Include submittal and review dates. General Location of Project Area, or subject property (phase): c(<.,p~.:::.. w\ie:A-Oei~ In City Limits? Bryan: acres. College Station: ?.<60~ acres. STORMWATER DESIGN GUIDELINES Effective February 2007 Extraterritorial Jurisdiction (acreage): Bryan: College Station: Acreage Outside ET J: Page 3 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised 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: c~ Y'/1~~ ib~J::J> Sz_f'.6 ~l,.JC C-'2.tUJ<.. ~ (I:>,..~ V' d ~\NLf 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 Page 4 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 __ NoX Coordination with Summarize need(s) & actions taken (include contacts & dates}: Brazos County Needed? X Yes __ No Coordination with Summarize need(s} & actions taken (include contacts & dates}: TxDOT Needed? Yes __ No1;_ Coordination with Summarize need(s} & actions taken (include contacts & dates}: TAMUS Needed? Yes_NoL 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 objective in spaces below. Entity Permitted or Status of Actions (include dates} Approved? US Army Crops of Engineers No~ Yes_ US Environmental Protection Agency No 1-_ Yes_ Texas Commission on Environmental Quality L{ri,b ~ -S~f>s No Yes Y: -- 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 Char!cteristics I Start (Page 3.1) Nature and Scope of Proposed Work Existing: Land proposed for development currently used, including extent of impervious cover? Site __ Redevelopment of one~ 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 L_ Construction of streets and utilities to serve one or more platted lots. Development __ 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? _:f::_No --Yes FEMA Floodplains Is any part of subject property abutting a Named Regulatory Watercourse I N '7< y (Section 11, Paragraph B 1) or a tributary thereof? 0 --es -- Is any part of subject property in floodplain jNo_X-Yes Rate Map 6:3"2.s£ 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 1- 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. 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 -ProQertv 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. ~ Is the stormwater mana5(ment plan for the property in substantial conformance with the earlier study? Yes No If not, explain how it differs. C ..fZ.J~_:e.>. c. 1Y\~{)~ ~/a/c>'7 No ff 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. ~Iii!: t • ,(\~,...I\ .pt;.J_"'~ 'E Do existing topographic features on subject property store or detain runoff? _K_ 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? (seeTableB-1 inAppendixB) -"'6xc,s-r \~Cz:.t __ Detention is required. Need must be evaluated. __ Detention not required. -,- What decision has been reached? By whom? If the need for How was determination made? Type 1 Detention must be evaluated: STORMWATER DESIGN GUIDELINES Effective February 2007 Page 7 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised August 2012 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 3 -Pro~ertv Characteristics I Continued (Page 3.3) Hydrologic Attributes of Subject Property (or Phase) (continued) Does subject property straddle a Watershed or Basin divide? No Yes If yes, describe splits below. In Part 4 describe design concept for handling 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? __ 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 II, 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 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised August 2012 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 3 -Proeertv Characteristics I Contin.ued (Page 3.4) Hydrologic 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)? No --Yes -- Where runoff must cross lower properties, describe characteristics of abutting lower property(ies). (Existing watercourses? Easement or Consent aquired?) 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, explain: 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) Stonnwater 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. Discharge(s) To Lower Property(ies) (Section II, Paragraph E1) Does project include drainage features (existing or future) proposed to become public via platting? --No --Yes Separate Instrument? No Yes Per Guidelines reference above, how will __ Establishing Easements (Scenario 1) runoff be discharged to neighboring __ Pre-development Release (Scenario 2) property(ies)? 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# ) 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 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage ConceQt 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? 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 Area (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)? C'-· "O Q) I/) c: Q) ffi >-Are other Best Management Practices for reducing stormwater pollutants proposed? a:: No Yes Summarize type of BMP and extent of use: I/) ----c: Cl "iii Q) 0 £21 If design of any runoff-handling facilities deviate from provisions of B-CS Technical Specifications, check type facility(ies) and explain in later questions. ~ --Detention elements --Conduit elements --Channel features ~ Swales __ Ditches __ Inlets __ Valley gutters __ Outfalls -- Culvert features __ Bridges Other -- STORMWATER 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)? --b-No __ Yes Identify type and general size and In which phase(s). If detention/retention serves (will serve) overall Project Area, describe 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): ~ Nvu.r~~ -D-~- 3 J <SJ~{ Identify whether each of the types of drainage features listed below are included, extent of use, and general characteristics. <'· u Q) Ill ~ Q) Ill >- i I Q) 0 uz frl ~ .0 Ill .... Q) a~~>-.s::. Q) ..... Ill ·;: ~ J!? Q) Q) 5 0 ~~zl Q) c;;; .... ro <( Typical shape? I Surfaces? Steepest side slopes: I Usual front slopes: I Usual back slopes: Flow line slopes: least____ Typical distance from travelway: typl.cal t t (Attached Exhibit # ) grea es . ___ _ Are longitudinal culvert ends in compliance with B-CS Standard Specifications? ___ Yes No, then explain: At intersections or otherwise, do valley gutters cross arterial or collector streets? ___ No Yes If yes explain: N/A- 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 ConceRt 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 C).(oa Usual c.~;o Greatest \ . Z'-f Are inlets recessed on arterial and collector streets? --Yes --No If "no", identify where and why. tJ/A Will inlets capture 10-year de?(1n stormflow to prevent flooding of intersections (arterial with arterial or collector)? Yes __ No If no, explain where and why not. C'-· "C Q) VJ Will inlet size and placement prevent exceed)(: allowable water spread for 10-year ::I ..... ~ design storm throughout site (or phase)? Yes __ No If no, explain. ::I Cl "O -c: "O Sag curves: Are inlets placed at low points? ~Yes __ No Are inlets and Ill Q) -e -~ ::I .... conduit sized to prevent 100-year stormflow from ponding at greater than 24 inches? (J c: _A Yes __ No Explain "no" answers. ~s ·§- ~ Q) .... iii Q) Will 100-yr stormflow be con~ in combination of ROW and buried conduit on .... ct: 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? 'J'4 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'-· '"C Pipe runs between system I Typical '2.ao ~j Q) VJ Longest VJ Q) access points (feet): ::I>-I~ Are junction boxes used at each bend? ~Yes --No If not, explain where and why. VJ .!: 0 ~z i I Are downstream soffits at or below upstream soffits? Least amount that hydraulic VJ .!!! Yes~ No __ If not, explain where and why: grade line is below gutter line (system-wide): 1. 92.' 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 Conce12t and Design Parameters I Continued (Page 4.5) Stonnwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Iii' Describe watercourse(s), or system(s) receiving system discharge(s) below Q) (include design discharge velocity, and angle between converging flow lines). 0 c: 1) Watercourse (or system), velocity, and angle? ro 1ii £""~1s-r l~ C:s--~ Q) -o -g E 2) Watercourse (or system), velocity, and angle? ::J .... c: 0 ---"E . C')( \$>'{' \ N Cc:,-o.E 0 c: ----~ E Q) Q) E 3) Watercourse (or system), velocity, and angle? 1ii ro £ >. (/) (/) Q) ::J c: :2 0 -r::: "J<:. l =)"\ I rJ ~ -- > ~ e "O a. E Qi For each outfall above, what measures are taken to prevent erosion or scour of .... Q) receiving and all facilities at juncture? .s .c: (J) (/) Q) 1) -ro .... \-z::. '(:.J~ '( I ,_I 6-> ro 2) 0. Q) (/) c: 3) .3. 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): ('.- (/) Qj 2? (/) 1ii Q) Flow line slopes (minimum and maximum): c: >-~ I "O 0 3! z Outfall characteristics for each (velocity, convergent angle, & end treatment). ::J irt Ill 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) Stonnwater Management Concept (continued) - Within Or Serving Subject Property (Phase, or Site) (continued) Are roadside ditches used? No __ Yes If so, provide the following: en Is 25-year flow contained with 6 inches of freeboard throughout? __ Yes No Q) --.£:. .B Are top of banks separated from road shoulders 2 feet or more? __ Yes --No Ci Are all ditch sections trapezoidal and at least 1.5 feet deep? Yes No Q) ----"O For any "no" answers provide location(s) and explain: "iii "O Ill 0 c::: If conduit is beneath a swale, provide th_e following information (each instance). Instance 1 Describe general location, approximate length: en Q) Is 100-year design flow contained in conduit/swale combination? >---Yes --No II If "no" explain: c: Space for 100-year storm flow? ROW Easement Width 0 Ill z 1i) Swale Surface type, minimum Conduit Type and size, minimum and maximum "Kl~ and maximum slopes: slopes, design storm: 0 4:J C"· '5 en "O Q3 Ill Inlets Describe how conduit is loaded (from streets/storm drains, inlets by type): c: >. c: Ill c: .£:. Ill u .... c: .E Q) c: Access Describe how maintenance access is provided (to swale, into conduit): Q. 0 0 ~ 0 Ill ::J E ~ .E .E .E Q) Instance 2 Describe general location, approximate length: "O E Q) Ill en en ::J en Q) Is 100-year design flow contained in conduit/swale combination? Yes No "O c: ·:;; ----0 If "no" explain: ~ e c: Q. :.0 q; Space for 100-year storm flow? ROW Easement Width E Q) 0 .£:. u en Swale Surface type, minimum Conduit Type and size, minimum and maximum -Q) ·s ti! and maximum slopes: slopes, design storm: "O c: Ill 0 Q. Describe how conduit is loaded (from streets/storm drains, inlets by type): u Q) Inlets --en Q) ~ c: .9, en Q) Access Describe how maintenance access is provided (to swale, into conduit): .... ct: STORMWATER DESIGN GUIDELINES Effective February 2007 Page 15 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised August 2012 SECTION IX 11 APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Concept and Design Parameters I Continued (Page 4 . 7) Stonnwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) c: ·ro E~ ,g UJ :t: . g :3 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: n ~ ~A~c-ce~ss~-D-e_sc_r-ib_e_h_o_w~m-a-in_t_e-na_n_c_e_a_c_c_e_ss~is_p_r_ov-i-de-:~~~~~~~~~~~-- ~ 0 ;!:::: z "0"0§./1 ~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~--< "t Instance 2 Describe general location, approximate length, surfacing: Q) ·c: C'-· ::J UJ .0 c :5 Q) o E .c Q) 1--~~~~~~-,,-~~~~-,-~~....,,..-~~-,-,-~~~~~~~~~~.,-----1 j ~ Is 100-year design flow contained in swale? __ Yes __ No Is swale wholly "' ~ within drainage ROW? __ Yes __ No Explain "no" answers: Q) 0 ~~ (/) 0 5 0:: :::.. .!::! C'-· :0 ::J 0.. -g .5 ig ..!!! 0.. 0.. e ~ 0.. J!? Ill c: ~ Q) I I 0.. -~ ~ 1~1 0 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: STORMWATER DESIGN GUIDELINES Effective February 2007 Page 16 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 .8) Stonnwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Existing 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. 'O a.> ::I c: ~ Watercourses (and tributaries}: Aside from fringe changes, are Regulatory 0 Watercourses proposed to be altered? __ No Yes Explain below. ~ --t/) -Submit full report describing proposed changes to Regulatory Watercourses. Address c: a.> existing and proposed section size and shape, surfaces, alignment, flow line changes, E a.> length affected, and capacity, and provide full documentation of analysis procedures > 0 and data . Is full report submitted? Yes No If "no" explain: ..... --0. .§ a; c: c: C1I All Proposed Channel Work: For all proposed channel work, provide information .s:::. (.) 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 Conceet and Design Parameters I Continued (Page 4.9) Stonnwater Management Concept (continued) Within Or Serving Subject Property (Phase; or Site) (continued) How many facilities for subject property project? For each provide info. below. For each dry-type facilitiy: Facility 1 Facility 2 Acres served & design volume + 10% 100-yr volume: free flow & plugged Design discharge (10 yr & 25 yr) Spillway crest at 100-yr WSE? __ yes --no __ yes --no Berms 6 inches above plugged WSE? __ yes --no __ yes --no Explain any "no" answers: Ill G> >- I For each facility what is 25-yr design Q , and design of outlet structure? Facility 1: 0 z Facility 2: ~ Do outlets and spillways discharge into a public facility in easement or ROW? Facility 1: __ Yes No Facility 2: Yes No ------('.· If "no" explain: "O G> Ill 0 0. e a.. For each, what is velocity of 25-yr design discharge at outlet? & at spillway? Ill G> Facility 1: & Facility 2: & ~ "C3 Are energy dissipation measures used? --No --Yes Describe type and m u.. location: c 0 +:: c G> Q) Cl G> For each, is spillway surface treatment other than concrete? Yes or no, and describe: .... <( Facility 1: Facility 2: For each, what measures are taken to prevent erosion or scour at receiving facility? Facility 1: Facility 2: If berms are used give heights, slopes and surface treatments of sides. Facility 1: Facility 2: STORMWATER 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 ConceRt and Design Parameters I Continued (Page 4.10) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Do structures comply with 8-CS Sp.ecifications? Yes or no, and explain if "no": I/) Facility 1; ~ =~ u Q) Facility 2: ro ::J u.. c c ·-0 "E ~o c u Q) -Qi 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: C'-· I/) Cl c 'iii Are culverts parallel to public roadway alignment? __ Yes No Explain: I/) 0 --.... I/) u Q) Q) ...., >-ro I > ·;:: Creeks at Private Drives: Do private driveways, drives, or streets cross drainage a. (;) ways that serve Above-Project areas or are in public easements/ ROW? ~ 0 No Yes If "yes" provide information below. Q) z ----~~I How many instances? Describe location and provide information below. Q) Location 1: > ""5 u Q) 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 I Continued (Page 4.11) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Named Regulato~ 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? a; Q) No Yes How many instances? For each identify the .J::. "' ---- Q) location and provide the information below. "' 10 Instance 1: Q) ..... >-~ I~ Instance 2: Instance 3: c: .Q Yes or No for the 100-year design flow: 1 2 3 0 10 Z E ~~ Headwater WSE 1 foot below lowest curb top? Spread of headwater within ROW or easement? E C'-· cu Is velocity limited per conditions (Table C-11)? "' "' g> "O Explain any "no" answer(s): ·-c: ::! cu 0 c: l3 ,g ~~ 3: .Q "O Q) cu ..c Minor Collector or Local Streets: Will culverts serve these types of streets? 0 --......... 0 0 No Yes How many instances? for each identify the ·-"' -----Q) .g "O location and provide the information below: c.. Q) .... c.. cu~ Instance 1: "O >-Instance 2: Q) c: "' cu :::i_ Instance 3: "'0 t:'. "' Q) Q) For each instance enter value, or "yes" I "no" for: .2 0 1 2 3 ::I c: 0 cu Design yr. headwater WSE 1 ft. below curb top? Q) iii .... c: <( ·-100-yr. max. depth at street crown 2 feet or less? ~ 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: STORMWATER DESIGN GUIDELINES Effective February 2007 Page 20 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 2) 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: :s Are flumes or conduit to discharge into or near surfaced approaches to culvert ends? Q) --No --Yes If "yes" identify location(s), describe outfall design treatment(s): :::J c: .E 0 ~ "' t:: Q) Is scour/erosion protection provided to ensure long term stability of culvert structural > "S (.) 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 I Continued (Page 4.13) Stonnwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Is a bridge included in plans for subject property project? __)Q_ No --Yes If "yes" provide the following information. Name(s) and functional classification of the roadway(s)? What drainage way(s) is to be crossed? -(/) Q) O> "O ·;::::: 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 Sn .. T r...e,,...ic..<N(s,.-"ffi Plan (SW3P) :J ~"::;>-(\/L'--'L I I.,...) ~ 0 established for .... project construction? Aarr-(.C.cc I ~ Q) )tN.L..'VI ~ 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? ----X°No --Yes If "yes" list general type and location below. 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? _p;..._ Yes __ No If "no" explain: STORMWATER DESIGN GUIDELINES Effective February 2007 Page 22 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 .14) Stonnwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Special Designs -Deviation From 8-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 Is a map(s) showing all Design Drainage Areas provided? ~Yes No Briefly summarize the range of applications made of the Rational Formula: ~~~~-e,./\ What is the size and location of largest Design Drainage Area to which the Rational Formula has been applied? 3> acres STORMWATER DESIGN GUIDELINES Effective February 2007 Location (or identifier): Page 23 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 4.15) Design Parameters (continued) Hydrology (continued) In making detenninations for time of concentration, was segment analysis used? _J(_ No Yes In approximately what percent of Design Drainage Areas? % As to intensity-duration-frequency and rain depth criteria for de~nnining runoff flows, were any criteria other than those provided in these Guidelines used? __ No __ Yes If "yes" identify type of data, source(s), and where applied: For each of the stonnwater 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 LO te-c Open channels Swale/buried conduit combination in lieu of channel Swales Roadside ditches and culverts serving them Detention facilities: spillway crest and its outfall ··Y Detention facilities: outlet and conveyance structure(s) Detention facilities: volume when outlet plugged 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) 3 .. :,() e<:,5 Lowest (feet per second) l Pt'i ~-°t~ Streets and Stonn Drain Systems Provide the summary information outlined below: Roughness coefficients used: For conduit type(s) ~if STORMWATER DESIGN GUIDELINES Effective February 2007 For street gutters: 0. o \ ~ l'-<OS Page 24 of 26 Coefficients: 0.0 \3> 'b!G\? 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 4.16) Design Parameters (continued) Hydraulics (continued) Street and Storm Drain Systems (continued) For the following, are assumptions other than allowable per Guidelines? Inlet coefficients? .15:_ No __ Yes Head and friction losses _1S_ No __ Yes Explain any "yes" answer: In conduit is velocity generally increased in the downstream direction? X Yes Are elevation drops provided at inlets, manholes, and junction boxes? _/S. Yes Explain any "no" answers: __ No __ No Are hydraulic grade lines calculat~s;l-and shown for design storm? X 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 a11~~osses: f l \1 I• J ·°" ,f'. I ~ • • • •• • • I ,c.• t • •• ~ . . ,/ \'. ."! ••••• , ..• ' ' Bridges ~ovide -alt in bridge ~ep rt , . "'.... ,~ " ' I t' STORMWATER DESIGN GUIDELINES Effective February 2007 Page 25 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 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 yJ,N.S-r~ 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 art b si nin and sealin below. State of Texas PE No. 8e> "Se?3 STORMWATER DESIGN GUIDELINES Effective February 2007 Page26 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised August 2012 ti' . TCEQ Office Use Only • ... , Notice of Intent (NOi) for Storm Water Permit No.: TXR15 . ~ Discharges Associated with Construction RN: • 111!!1§ iiiiitiiiiil Activity under TPDES General Permit CN: TCEQ (TXR150000) Ref No: ~ Sign up now for ePermits NOi at https://www6.tceg.state.tx.us/steers/ Get Instant Permit Coverage and only pay a $225 application fee. H filing a paper NOI you can pay the application fee on line? Go to https://www6.tceq.state.tx.us/epay/ S:plnn• J<'.,p Tvnp• nJ:NFll AT PF llMlT I 'flN" i< TirTH)N S:TnllM WA TPll nrs:rJ-T A, llnP NnT A nm Tr A. TTnN IMPORTANT: •Use the INSTRUCTIONS to fill out each question in this form. •Use the attached CUSTOMER CHECKLIST to make certain all you filled out all required information. •Incomplete applications WILL delay approval or result in automatic Denial. Renewal of General Permit Is this NOI to renew an ACTIVE permit? I I IYes -What is your permit number? Permit No. TXR15 (dNo -a permit number will be issued. I Application Fee if mailing a paper NOi: You must pay the $325 Application Fee to TCEQ for the application to be considered complete. · j Payment and NOI must be mailed to separate addresses. See instructions for correct mailing addresses. Provide your payment information below, for us to verify payment of the application fee: oMailed: Check/Money Order No.: Company Name on checking account: DEPAY: Voucher No.: Is the Payment Voucher copy attached? oYes A. OPERATOR (applicant) 1. If the applicant is currently a customer with TCEQ, what is the Customer Number (CN) issued to this entity? CN (Search Central Re,.istrv) 2. What is the Legal Name of the entity (applicant) applying for this permit? Oldham Goodwin Group, LLC (The legal name must be spelled exactly as filed with the Texas Secretary of State, County, or in the legal document forming the entity.) 3. What is the name and title of the person signing the application? (The person must be an official meeting signatory requirements in TAC 305.43(a).) Name: Chris Rhodes I Job Title: Construction Manager 4. What is the Operator's (applicant) mailing address as recognized by the US Postal Service? (verify at USPS.com) Address: 2800 South Texas Avenue, Ste 401 J Suite No./Bldg. No./Mail Code: City: Bryan I State:rx J ZIP Code: 77802 Country Mailing Information (if outside USA). Country Code: Postal Code: 5. Phone No.: (979 ) 268-2000 Extension: 6. Fax: No.: ( 979) 846-7020 E-mail Address: chris@oldhamgoodwin.com 7. Indicate the type of Customer: DI Individual Dlso!e Proprietorship-D.B.A. GJLimited Partnership D Corporation 0Federal Government 0General Partnership DI State Government Dlcounty Government Deity Government 00ther Government 00ther (describe): TCEQ-20022 (03/05/2008) Page 1 $• 8. Independent Operator: ~Yes DNo (Tf governmental entity, subsidiary, or part of a larger corporation, check ''No".) 9. Number of Employees: ~0-20; 021-100; b)]iOl-250; b)]251-500; or bj501 or higher 10. Customer Business Tax and Filing Numbers (This item is not applicable to Individuals, Government, GP or Sole Proprietor.) REQUIRED for Corporations and Limited Partnerships (Verify the entity's status and filing no. with TX SOS at 512/463-5555) State Franchise Tax ID Number: Federal Tax ID: TX SOS Charter (filing) Number: DUNS Number (if known): B. APPLICATION CONTACT IfTCEQ needs additional information regarding this application, who should be contacted? 1. Name: Rabon A. Metcalf, P .E. I Title: Owner I Company: RME Consulting Engineers 2. Phone No.: ( 979 ) 764-0704 Extension: 3. Fax No.: 979 764-0704 E-mail Address: rabon@rmengineer.com c. REGULATED ENTITY (RE) INFORMATION ON PROJECT OR SITE 1. TCEQ Issued RE Reference Number (RN): RN (Search Central Registry) 2. Name of Project or Site (the name as known by the community where this facility/project is located): Creek Meadows -Section 2, Phase Two (example: phase and name of subdivision or name of project that's unique to the site) 3. Does the site have a physical address? If Yes, complete Section A! for a physical address. If No, complete Section B for site location information. Section A~ Enter the physical address for the site. (verify it with USPS.com or other delivery source) Street Number: Street Name: City: College Station, TX ZIP Code: Section B3 Enter the site location information. If no physical address (Street Number & Street Name), provide a written location access description to the site: (Ex.: phase I of Woodland subdivision located 2 miles west from intersection of Hwy 290 & IH35 accessible on Hwy 290 South) Located between Greens Prairie Road West and Greens Prairie Trail. City where the site is located or nearest city to site: ZIP Code where site is located: College Station, TX 77845 4. Identify the county where the site is located: Brazos 5. Latitude: 30°31 '58.92"N Longitude: 96°17'29.BO"W 6. What is the primary business of this entity? In your own words, briefly describe the primary business of the Regulated Entity: (Do not repeat the SIC and NAICS code) High density residential development 7. What is the mailing address for the regulated entity? Is the RE mailing address the same as the Operator? WY es, address is the same as Operator LJNo, provide the address Street Number: I Street Name: City: I State: I ZIP Code: D. GENERAL CHARACTERISTICS 1. Is the site located on Indian Country Lands? 0No OYes-IfYes, do not submit this NOi. Contact EPA, Region VI If the site is on Indian country lands, you must obtain authorization throu.cll EPA, Region VI. 2. What is the Standard Industrial Classification (SIC) code (see instructions for common codes): (Search Osha.gov) Primary: 1521 Secondary: TCEQ-20022 (03/05/2008) Page2 » ' 3(a) What is the total number of acres disturbed? 8 acres 3(b) Is the project site part of a larger common plan of development or sale? [2]Yes UNo If Yes, the total number of acres disturbed can be less than 5 acres. If No, the total number of acres disturbed must be 5 or more. If the total number of acres disturbed is less than 5 then the project site does not qualify for coverage through this Notice of Intent. Coverage will be denied. See the requirements in the general permit for small construction sites. 4. Discharge Information (all information MUST be provided or the permit will be denied) 4(a) What is the name of the water body(s) to receive the storm water runoff or potential runoff from the site? Peach Creek 4(b) What is the segment number(s) of the classified water body(s) that the discharge or potential discharge will eventually reach? 1242 4(c) Are any of the surface water bodies receiving discharges from the construction site on the latest EPA-approved CWA 303(d) list of impaired waters? 0Yes GNo If Yes, provide the name of the impaired water body(s). 4(d) Is the discharge into an MS4? 0Yes DJ No If Yes, what is the name of the MS4 Operator? City of College Station Note: The general permit requires you to send a copy of the NOi to the MS4 Operator. 4( e) Is the discharge or potential discharge within the Recharge Zone, Contributing Zone, or Contributing Zone within the Transition Zone of the Edwards Aquifer? DYes 0No If the answer is Yes, please note that a copy of the agency approved Plan required by the Edwards Aquifer Rule (30 TAC Chapter 213) must be included or referenced in the Storm Water Pollution Prevention Plan. E. CERTIFICATION Check "Yes" to the certifications below. Failure to certify to all items will result in denial. [2] Yes I certify that I have obtained a copy and understand the terms and conditions of the general 11ermit (TXR.150000}. l__.jl Yes I certify that the full legal name of the entity (Operator) applying for this permit has been provided and is legally authorized to do business in Texas. [2] Yes I understand that a Notice of Termination (NOT) must be submitted when this authorization is no longer needed. [2J Yes I certify that a storm water pollution prevention plan has been developed and implemented prior to construction, and that is compliant with any applicable local sediment and erosion control plans and prepared and implemented as required in the general permit TXR.150000. Operator Certification: I, ~bti§ Bb'2g~§ ~'20§lCU~li'2D ~iOiS;i~C Typed or printed name (Required & must be legible) Title (Required & legible) certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. I further certify that I am authorized under 30 Texas Administrative Code §305.44 to sign and submit this document, and can provide documentation in proof of such authorization upon request. Signatur : -).r ;< ;-;irrJ ?{ Date: ~fjlt_ ,, 1 -.J I '-t '"'11i<e blue ink) TCEQ-20022 (03/05/2008) Page 3 ----.., .----.-.. ... CONSTRUCTION SITE NOTICE FOR THE Texas Commission on Environmental Quality (TCEQ) Storm Water Program TPDES GENERAL PERMIT TXR150000 The following information is posted in compliance with Part 11.D.2. of the TCEQ General Permit Number TXRl 50000 for discharges of storm water runoff from construction sites. Additional information regarding the TCEQ storm water permit program may be found on the internet at: http ://www. tceq .state. tx. us/permitting/water_ quality /stormwater/TXR.l 5 _AIR.html Contact Name and Phone Number: Project Description: (Physical address or description of the site's location, estimated start date and projected end date, or date that disturbed soils will be stabilized) Location of Storm Water Pollution Prevention Plan : Chris Rhodes (979) 260·2800 Creek Meadows -Section 2, Phase Two Located southeast of Greens Prairie Trail. Estimated Start Date: 3/15114 Estimated End Date: 3/15/15 RME Consulting Engineers P.O. Box 9253 College Station, TX 77842 For Construction Sites Authorized Under Part 11.D.2. (Obtaining Authorization to Discharge) the following certification must be completed: I Chris Rhodes (Typed or Printed Name Person Completing This Certification) certify under penalty of law that I have read and understand the eligibility requirements for claiming an authorization under Part II.D .2. of TPDES General Permit TXRl 50000 and agree to comply with the terms of this permit. A storm water pollution prevention plan has been developed and implemented according to permit requirements. A copy of this signed notice is supplied to the operator of the MS4 if discharges enter an MS4 system. I am aware there are significant penalties for providing false information or for conducting unauthorized discharges, including the possibility of fine and imprisonment fi r knowing violations. Date / ' . f'.'OR OFFICE USE ,O~LYc;;i. : CASE NO.: ~ ~ -· -r-I DA TE SUBMtTTED: = 1 r re, TIME: ~-(0 I CITY OF Cou..EGr-: ST1\T1nN HM"' ofTtr111 Ar!rM UniumiJy" STAFF: ~ ··-I FINAL PLAT APPLICATION (Check one) • ·I Minor ($700) ·Amending ($700) 181 Final ($932) . Vacating ($932) ; Replat ($932) Is this plat in the ETJ? O Yes [g] No Is this plat Commercial D or Residential ~ MINIMUM SUBMITTAL REQUIREMENTS: M $700-$932 Final Plat Application Fee (see above). D $233 Waiver Request to Subdivision Regulations Fee (if applicable). /[g] $600 (minimum) Development Permit Application I Public Infrastructure Review and Inspection Fee. Fee is 1 % of acceptable Engineer's Estimate for public infrastructure, $600 minimum (if fee is > $600, the balance is L due prior to the issuance of any plans or development permit). Vl~ Application completed in full. This application form provided by the City of College Station must be used and may not be adjusted or altered. Please attach pages if additional information is provided . .k Fourteen (14) folded copies of plat. (A signed mylar original must be submitted after approval.) ~ Two (2) copies of the grading, drainage, and erosion control plans with supporting drainage report . .j[g] Two (2) copies of the Public infrastructure plans and supporting documents (if applicable). D Copy of original deed restrictions/covenants for replats (if applicable). y[8] Title report for property current within ninety (90) days or accompanied by a Nothing Further Certificate current within ninety (90) days. The report must include applicable information such as ownership, liens, encumbrances, etc. · ~ Paid tax certificates from City of College Station, Brazos County and College Station l.S.D. j~ The attached Final Plat checklist with all items checked off or a brief explanation as to why they are not. NOTE: A mylar of the approved preliminary plan must be on file before a final plat application will be considered complete. If the mylar is submitted with the final plat application, it shall be considered a submittal for the preliminary plan project and processed and reviewed as such. Until the mylar has been confirmed t:.y staff to be correct, the final plat application will be considered incomplete. Date of Optional Preapplication or Stormwater Management Conference NAME OF PROJECT Creek Meadows -Section 2, Phase Two ADDRESS SPECIFIED LOCATION OF PROPOSED PLAT: Creek Meadows Master Planned Subdivision APPLICANT/PROJECT MANAGER'S INFORMATION (Primary contact for the project): Name RME Consulting Engineers E-mail rabon@rmengineer.com Street Address PO Box 9253 ~~~~~~~~~~~~~~~~~~~~~~~~~~~ City College Station State TX Zip Code 77842 ------ Phone Number (979) 764-0704 Fax Number (979) 764-0704 ~~~~~~~~~~--~--- 1111 Page 1 of9 PROPERTY OWNER'S INFORMATION (All owners must be identified. Please attach an additional sheet for multiple owners): Name Creek Meadow Partners, LP (c/o Randy Lowry) E-mail Chris@oldhamgoodwin.com Street Address 2800 South Texas Avenue, Suite 401 City Bryan State TX Zip Code _7_78_0_2 ___ _ Phone Number (979) 268-2000 Fax Number (979) 846-7020 ----------------~ ARCHITECT OR ENGINEER'S INFORMATION: Name Same As Applicant E-mail Street Address City ------------------State --------Zip Code Phone Number Fax Number Do any deed restrictions or covenants exist for this property? [81 Yes D No Is there a temporary blanket easement on this property? If so, please provide the Volume 7863 and Page No. 072 Total Acreage _7._8_0_9 _______ _ Total No. of Lots _3_7 ____ _ R-0-W Acreage 1. 704 ------- Existing Use _v_a_ca_n_t ___________ _ Proposed Use Single-Family Residential Number of Lots By Zoning District 37 I POD Average Acreage Of Each Residential Lot By Zoning District: 0.165 I PDD I __ _ Floodplain Acreage _o_.o _________________________________ _ Is there Special Flood Hazard Area (Zone A or Zone AE on FEMA FIRM panels) on the property? Yes IX No This information is necessary to help staff identify the appropriate standards to review the application and will be used to help determine if the application qualifies for vesting to a previous ordinance. Notwithstanding any assertion made, I vesting is limited to that which is provided in Chapter 245 of the Texas Local Government Code or other applicable law. I Is this application a continuation of a project that has received prior City platting approval(s) and you are requesting the I application be reviewed under previous ordinance as applicable? IX Yes No If yes, provide information regarding the first approved application and any related subsequent app~cations (provide additional sheets if necessary): Project Name: Creek Meadows -Master Planned Subdivision City Project Number (if known): Date I Timeframe when submitted: October 2006 1/11 Page 2 of 9 A statement addressing any differences between the Final Plat and Preliminary Plan (if applicable): lf'lot Applica e l ~~~~~~~~~~~~~~~~~~-__J Re uested waiver to subdivision regulations and reason for same if ap licable : ot Applicab e Regarding the waiver request, explain how: 1. There are special circumstances or conditions affecting the land involved such that strict application of the subdivision reQulations will deprive the applicant of the reasonable use of his land. Not Applicable 2. The waiver is necessary for the preservation and enjoyment of a substantial property right of the applicant. [' AppUcabla 3. The granting of the waiver will not be detrimental to the public health, safety, or welfare, or injurious to other property in the area, or to the City in administering subdivision regulations. rAppUcabl• 4. The granting of the waiver will not have the effect of preventing the orderly subdivision of other land in the area in accordance with the provisions of the Unified Development Ordinance. f ot App/1cable Fee in lieu of sidewalk construction is being requested because of the following condition (if applicable): 1. . An alternative pedestrian way or multi-use path has been or will be provided outside the right-of-way; 2. · .. The presence of unique or unusual topographic, vegetative, or other natural conditions exist so that strict adherence to the sidewalk requirements of the UDO is not physically feasible or is not in keeping with the purposes and goals of the UDO or the City's comprehensive Plan; 3. 4. 5. 1/1 1 · A capital improvement project is imminent that will include construction of the required sidewalk. Imminent shall mean the project is funded or projected to commence within twelve (12) months; . Existing streets constructed to rural section that are not identified on the Thoroughfare Plan with an estate / rural context; When a sidewalk is required along a street where a multi-use path is shown on the Bicycle, Pedestrian, and Greenways Master Plan; Page 3 of 9 6. The proposed development is within an older residential subdivision meeting the criteria in Platting and Replatting within Older Residential Subdivisions Section of the UDO; or 7. The proposed development contains frontage on a Freeway I Expressway as designated by Map 6.6, Thoroughfare Plan -Functional Classification, in the City's Comprehensive Plan. Detailed explanation of condition identified above: NOTE: A waiver to the sidewalk requirements and fee in lieu of sidewalk construction shall not be considered at the same time by the Planning & Zoning Commission. Requested Oversize ParticipationNot Applicable ------------------------------- Total Linear Footage of Proposed Public: 1482 Streets 2204 Sidewalks ~Sanitary Sewer Lines 1159 Water Lines Channels ~Storm Sewers Bike Lanes I Paths Parkland Dedication due prior to filing the Final Plat: ACREAGE: ___ No. of acres to be dedicated + $ ____ development fee ___ No. of acres in floodplain ___ No. of acres in detention ---No. of acres in greenways OR FEE IN LIEU OF LAND: __ No. of SF Dwelling Units X $ = $ --------- ____ (date) Approved by Parks & Recreation Advisory Board NOTE: DIGITAL COPY OF PLAT MUST BE SUBMITIED PRIOR TO FILING. The applicant has prepared this application and certifies that the facts stated herein and exhibits attached hereto are true, correct, and complete. IF THIS APPL/CAT/ON IS FILED BY ANYONE OTHER THAN THE OWNER OF THE PROPERTY, this application must be accompanied by a power of attorney statement from the owner. If there is more than one owner, all owners must sign the application or the power of attorney. If the owner is a company, the application must be accompanied by proof of authority for the company's representative to sign the appllcation on its behalf. LIEN HOLDERS identified in the title report are also considered owners and the appropriate signatures must be provided as described above. Date 1/11 Page 4 of 9 CERTIFICATIONS REQUIRED FOR ALL DEVELOPMENT Owner Certification: 1. No work of any kind may start until a permit is issued. 2. The permit may be revoked if any false statements are made herein. 3. If revoked, all work must cease until permit is re-issued. 4. Development shall not be used or occupied until a Certificate of Occupancy is issued. 5. The permit will expire if no significant work is progressing within 24 months of issuance. 6. Other permits may be required to fulfill local, state, and federal requirements. Owner will obtain or show compliance with all necessary State and Federal Permits prior to construction including NOi and SWPPP. 7. If required, Elevation Certificates will be provided with elevations certified during construction (forms at slab pre- pour) and post construction. 8. Owner hereby gives consent to City representatives to make reasonable inspections required to verify compliance. 9. If. stormwater mitigation is required, including detention ponds proposed as part of this project, it shall be designed and constructed first in the construction sequence of the project. 1 O. In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that all debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities. All development shall be in accordance with the plans and specifications subm:tted to and approved by the City Engineer for the above named project. All of the applicable codes and ordinances of the City of College Station shall apply. 11. The information and conclusions contained in the attached plans and supporting documents will comply with the current requirements of the City of College Station, Texas City Code, Chapter 13 and associated BCS Unified Design Guidelines Technical Specifications, and Standard Details. All development has been designed in accordance with all applicable codes and ordinances of the City of College Station and State and Federal Regulations. 12. Release of plans to (name or firm) is authorized for bidding purposes only. I understand that final approval and release of plans and development for construction is contingent on contractor signature on approved Development Permit. 13. I, THE OWNER, AGREE TO AND CERTIFY THAT ALL STATEMENTS HEREIN, AND IN ATIACHMENTS FOR THE DEVELOPMENT MIT APPL, ATION, ARE, TO THE BEST OF MY KNOWLEDGE, TRUE. AND A CC URA Date Engineer Certification: 1/11 1. The project has been designed to ensure that stormwater mitigation, including detention ponds, proposed as part of the project will be constructed first in the construction sequence. 2. I will obtain or can show compliance with all necessary Local, State and Federal Permits prior to construction including NOi and SWPPP. Design will not preclude compliance with TPDES: i.e., projects over 10 acres may require a sedimentation basin. 3. The information and conclusions contained in the attached plans and supporting documents comply with the current requirements of the City of College Station, Texas City Code, Chapter 13 and associated BCS Unified Design Guidelines. All development has been designed in accordance with all applicable codes and ordinances of the City of College Station and State and Federal Regulations. 4. I, THE ENGINEER, AGREE TO AND CERTIFY THAT Al.L STATEMENTS HEREIN, AND IN ATIACHMENTS FOR THE DEVELOPM NT PERMIT APPLICATION, ARE, TO THE BEST OF MY KNOWLEDGE, TRUE, AND c Engineer Date Page 5 or 9 The following CERTIFICATIONS apply to development in Special Flood Hazard Areas. Required for Site Plans, Final Plats, Construction Plans, Fill / Grading Permits, and Clearing Only Permits:* A. I, Not Applicable certify, as demonstrated in the attached drainage study, that the alterations or development covered by this permit, shall not: (i) increase the Base Flood elevation; (ii) create additional areas of Special Flood Hazard Area; (iii) decrease the conveyance capacity to that part of the Special Flood Hazard Area that is not in the floodway and where the velocity of flow in the Base Flood event is greater than one foot per second. This area can also be approximated to be either areas within 100 feet of the boundary of the regulatory floodway or areas where the depth of from the BFE to natural ground is 18 inches or greater; (iv) reduce the Base Flood water storage volume to the part of the Special Flood Hazard Area that is beyond the floodway and conveyance area where the velocity of flow in the Base Flood is equal to and less than one foot per second without acceptable compensation as set forth in the City of College Station Code of Ordinances, Chapter 13 concerning encroachment into the Special Flood Hazard Area; nor (v) increase Base Flood velocities. beyond those areas exempted by ordinance in Section 5.11.3a of Chapter 13 Code of Ordinances. Engineer Date Initial D * If a platting-status exemption to this requirement is asserted, provide written justification under separate letter in lieu of certification. Required for Site Plans, Final Plats, Construction Plans, and Fiil / Grading Permits: B. I, Not Applicable , certify to the following: (i) that any nonresidential or multi-family structure on or proposed to be on this site as part of this applic~tion is designed to prevent damage to the structure or its contents as a result of flooding from the 100-year storm. Engineer Date Additional certification for Floodway Encroachments: C. I, Not Applicable , certify that the construction, improvement, or fill covered by this permit shall not increase the base flood elevation. I will apply for a variance to the Zoning Board of Adjustments. Engineer Date 1/11 Paga 6 of 9 Required for all projects proposing structures in Special Flood Hazard Area (Elevation Certificate required). Residential Structures: 0 . r. Not Applicable . certify that afl new construction or any substantial improvement of any residential structure shall have the lowest floor. including all utilities, ductwork and any basement, at an elevation at least one foot above the Base Flood Elevation. Required Elevation Certificates will be provided with elevations certified during construction (forms at slab pre-pour) and post construction. Engineer I Surveyor Date Commercial Structures: E. I, Not Applicable , certify that all new construction or any substantial improvement of any commercial, industrial, or other non-residential structure are designed to have the lowest floor. including all utilities, ductwork and basements, elevated at least one foot above the Base Flood Elevation Engineer I Surveyor Date OR I, Not Applicable , certify that the structure with its attendant utility, ductwork. basement and sanitary facilities is designed to be flood-proofed so that the structure and utilities, ductwork, basement and sanitary facilities are designed to be watertight and impenneable to the intrusion of water in all areas below the Base Flood Elevation, and shall resist the structural loads and buoyancy effects from the hydrostatic and hydrodynamic conditions. Required Elevation Certificates will be provided with elevations certified during construction (forms at slab pre- pour) and post construction. Engineer I Surveyor Date Conditions or comments as part of approval: 1/11 Page 7 of 9 CITY OF Coil.EGE STATION Home o/Ttxas A&M Univmity0 FOR OFFICEJ~~ ONLY CASE NO.: '1 • ~ DATE SUBMITTED: '~t\'3 TIME: \~ STAFF: (._ PLANNING & DEVELOPMENT SERVICES TRANSMITTAL LETTER Please check one of the options below to clearly define the purpose of your submittal. ~ New Project Submittal D D Incomplete Project Submittal -documents needed to complete an application. Case No.: Existing Project Submittal. Case No.: Project Name Creek Meadows -Section 2 Phase Two Contact Name Rabon Metcalf ~~~~~~~~~~~~~~~ ~~~~~~~~~ Phone Number (979) 764-0704 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 Preliminary 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 D Non-Residential Architectural Standards Irrigation Plan D Variance Request D D D D D Development Permit Development Exaction Appeal FEMA CLOMA/CLOMR/LOMA/LOMR Grading Plan 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 Waterline Construction Documents D TxDOT Driveway Permit D Sewerline Construction Documents D TxDOT Utility Permit D Street Construction Documents D Drainage Letter or Report D Easement Application D Fire Flow Analysis D Other -Please specify Special Instructions: 10/1 0 Print Form