Loading...
HomeMy WebLinkAboutFolderFOR OF FICA .us: :~ P&Z CASE NO.: LJ\ ~ ) d::X_ DATE SUBMITTED: lJ . (Cf ·OLD CITY OF C OLLEGE STATION Planning & Development Services FINAL PLAT APPLICATION (Check one) D Minor ($300.00) D Amending ($300.00) IZI Final ($400.00) D Vacating ($400.00) D Replat ($600.00)* *Includes public hearing fee Is this plat in the ET J? 0 Yes IZI No The following items must be submitted by an established filing deadline date for P&Z Commission consideration. MINIMUM SUBMITTAL REQUIREMENTS: l/f(Filing Fee (see above) NOTE: Multiple Sheets -$55.00 per additional sheet _ff_tA Variance Request to Subdivision Regulations -$100 (if applicable) ~ Development Permit Application Fee of $200.00 (if applicable). ~ Infrastructure Inspection Fee of $600.00 (applicable if any public infrastructure is being constructed) ~ Application completed in full. N/A Copy of original deed restrictions/covenants for replats (if applicable). ~ Thirteen (13) folded copies of plat. (A signed mylar original must be submitted after staff review.) ~One (1) copy of the approved Preliminary Plat and/or one (1) Master Plan (if applicable). ~ Paid tax certificates from City of College Station, Brazos County and College Station l.S.D. ~ A copy of the attached checklist with all items checked off or a brief explanation as to why they are not. ~ Two (2) copies of public infrastructure plans associated with this plat (if applicable). r-lf Parkland Dedication requirement approved by the Parks & Recreation Board, please provide proof of approval (if applicable). Date of Preapplication Conference: ________________________ _ NAME OF SUBDIVISION Carter's Crossing Subdivision, Phase 1 SPECIFIED LOCATION OF PROPOSED SUBDIVISION (Lot & Block) North Forest Parkway; Morgan Rector League A-46 College Station, Brazos County, Texas APPLICANT/PROJECT MANAGER'S INFORMATION (Primary Contact for the Project): Name Continental Homes of Texas Street Address 12554 Riata Vista Circle, Second Floor City Austin State Texas Zip Code ~7~8~7=2~7 ___ _ E-Mail Address ____________ _ Phone Number (512) 345-4663 Fax Number (512) 345-6080 PROPERTY OWNER'S INFORMATION (ALL owners must be identified. Please attach an additional sheet for multiple owners): Name (Same as above) ARCHITECT OR ENGINEER'S INFORMATION: Name McClure & Browne Engineering/Surveying, Inc. Street Address 1008 Woodcreek Drive, Suite 103 City College Station State Texas Zip Code 77845 E-Mail Address MikeM@McClureBrowne.com Phone Number (979) 693-3838 Fax Number ~<9_7_9~) _69_3_-_2_55_4 _______ _ 6/13/03 I oft CITY OF C OLLEGE STATION Planning & Dewlopmmt Snvicn SITE LEGAL DESCRIPTION: Carter's Crossing Subdivision Phase 1 DEVELOPMENT PERMIT PERMIT NO. 06-36 FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE ADDRESS: Intersection of North Forest and Appomattox DRAINAGE BASIN: Carter's Creek DATE OF ISSUE: October 4, 2007 VALID FOR 12 MONTHS CONTRACTOR: OWNER: Carter's Crossing Venture 311 Cecilia Loop College Station, Texas 77845 TYPE OF DEVELOPMENT: SPECIAL CONDITIONS: Full Development Permit All construction must be in compliance with the approved construction plans All trees required to be protected as part of the landscape plan must be completely barricaded in accordance with Section 7.5.E., Landscape/Streetscape Plan Requirements of the City's Unified Development Ordinance, prior to any operations of this permit. The cleaning of equipment or materials within the drip line of any tree or group of trees that are protected and required to remain is strictly prohibited. The disposal of any waste material such as, but not limited to, paint, oil , solvents, asphalt, concrete, mortar, or other harmful liquids or materials within the drip line of any tree required to remain is also prohibited. Full Development Permit The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria. If it is determined the prescribed erosion control measures are ineffective to retain all sediment onsite, it is the contractors responsibility to implement measures that will meet City, State and Federal requirements. The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original condition, placement and state. The Owner and/or Contractor shall be responsible for any damage to adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment as well as erosion, siltation or sedimentation resulting from the permitted work. In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities. I hereby grant this permit for development of an area outside the special flood hazard area. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit application for the above named project and all of the codes and ordinances of the City of College Station that apply. 10);~7 Date r' 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 CARTER'S CROSSING, PHASE 1 MBESI PROJ #: lOlS-0004 Engineer's Estimate of Construction Costs September 12, 2007 Description Unit Quantity Unit Price Pavin1 Construction Clearing and Grubbing (includes.Jot area) k. 1.4 $1,500.00 Earthwork C.Y. 2.186 $4.00 6" Lime Stabilized S • • (6% bv weimt) S.Y. 5,335 $3.50 6" Crushed Limestone Base S.Y. 3,379 $8.50 . 8" Crushed Limestone Base S.Y. 1,125 $10.00 2" HMAC Surface Course {includine; mime coat) S.Y. 4,031 $9.50 Concrete Curl> and Gutter (all types) L.F. 2,122 $10.00 6" Reinforced Concrete Pavement S.Y. 266 $36.00 4" Reinforced Concrete Sidewalk S.F. 6,788 $3.00 Colored Sidewalk RamPS EACH 6 $500.00 End/Road Markers EACH 3 $250.00 Pavine: Subtotal Dr. s c amue ivstem onstruction 18" HDPE Pipe, (ADS, N-12 or approved equal w/water-L.F. 30 $34.00 tie::ht ioints) 24" HDPE Pipe, (ADS, N-12 or approved equal w/water-L.F. 78 $41.00 tie::ht ioints) 42" RCP, ASTM C-76 (CL III) L.F. 316 $85.00 18" 4:1 Sloocd.Headwall EACH 1 $700.00 24" 4: 1 SL:med Headwall EACH 1 $800.00 42" 4:1 Slooed Headwall EACH 1 $2,000.00 Standard 5' Recessed Inlet EACH 4 $2,500.00 Rip Rao Channel Lining with 700x Mirafi Fabric S.Y. 50 $75.00 Drainae;e Svstem Subtotal w s c ater iystem onstruction 6" PVC, C909 Cl 200, Water Line, Str. Backfill L.F. 135 $18.25 3" PVC, ASTM 02241, CL 160, Str. Backfill L.F. 681 $15.00 Fire Hydrant Assembly EACH 1 $2,800.00 6"x6" MJ. Tee EACH 1 $300.00 3" Gate Valve EACH 2 $350.00 3"x45 deg. Bend EACH 2 $200.00 6"x45 de2. Bend EACH 2 $300.00 2" Blow-off Assembly EACH 2 $900.00 Water Seivice, 1.5" tvne K ,..,..,,...._. short side« 20') EACH 4 $700.00 Water Service 1" tVDe K Comer, short side (< 20') EACH 2 $475.00 Water Service 1.5" type K Cooner, lom~ side C> 20') EACH 4 $1,450.00 Water Service l" tVDe K Conner lone: side C> 20') EACH 2 $1200.00 Water SVstem Subtotal 1 of2 Total $2,100 $8,744 $18,673 $28,722 $11,250 $38,295 $21,220 $9,576 $20,364 $3,000 $750 $162,693 $1,020.00 $3,198.00 $26,860.00 $700.00 $800.00 $2,000.00 $10,000.00 $3.750.00 $48 328 $2,463.75 $10,215.00 $2,800.00 $300.00 $700.00 $400.00 $600.00 $1,800.00 $2,800.00 $950.00 $5,800.00 $2,400.00 $31229 31 32 33 34 35 36 37 38 39 CARTER'S CROSSING, PHASE 1 MBESI PROJ #: 1015-0004 Engineer's Estimate of Construction Costs September 12, 2007 Description I Unit Quantity Unit Price Sew s stem c nst cti er tV 0 ru on 8" PVC, D-3034 SOR 26 L.F. 170 $17.00 6" PVC, D-3034 SPR 26 L.F. 177 $6.00 Non-Str. Backfill (0'-5' Deoth) L.F. 76 $11.25 Str. Backfill (5'-8' Denth) L.F. 105 $26.00 . Non-Str. Bacldill (5'-8' Deoth) i..F. 164 $11.25 Standard Manhole, 0-6 ft. deco EACH 2 $1,800.00 Lon2 Side 4" Sewer Service (>20') EACH 3 $1,200.00 Trench Safetv (sewer) L.F. 345 $1.00 Sewer System Subtotal Erosion Control Construction Erosion Control Plan & Sedimentation Control (per Item 106) (includes silt fencing, construction exits, straw bale L.S. 1 $8,500.00 barriers, inlet protection, grass seeding, and any other sedimentation control devices) Erosion Control Subtotal Total $2,890.00 $1,062.00 $855.00 $2,730.00 $1,845.00 $3,600.00 $3,600.00 $345.00 $16,927 $8,500.00 $8,500 Total Construction Costj $267,676 The above construction estimate is based on the engineer's preliminaty opinion of probable construction costs. This estimate constitutes our best judgment at this time. Please note that the engineer does not have any control over contractor or supplier workloads and the degree to which inflation may affect project costs between now and the bid date. During construction, additional features may become apparent as the work progresses, which will result in an increase in cost .............. ,,,,,,,, --"":."\~OF r~ \\' ,,:? '\ t;' ............. :.t'-1. I t1 -~···*·· .. IS', ;'*/ ·· .. •ll '*... ·. * ~ i'! ............. _ ••••••••••••••••• : ••••• l r JEFFERY L. ROBERTSON ~ ~·····:···························:·····~ ~ -~n 9414s /IE .,, ~~... .··~J 111°~· .. ~!ceNs~?. .. ~~.? 1, '''5'& .......... '(;.~v: \\\\!ONA\. ....... -.:-'''''''" 2of2 TRAPEZOIDAL CHANNEL -ANALYSIS NORMAL DEPTH COMPUTATION October 2 , 2007 ~-==__;::~~~...;::====~==================__;::::====~============================================ PROGRAM INPUT DATA DESCRIPTION Flow Rate (cfs) ............................................ . Channel Bottom Slope (ft/ft) ............................... . Manning's Roughness Coefficient (n-value) .................. . Channel Left Side Slope (horizontal/vertical) .............. . Channel Right Side Slope (hori zontal/ver tical) ............. . Channel Bottom Width (ft) .................................. . VALUE 2.7 0.01 0.03 4.0 4.0 0.01 ========================~===~=~==~~==~~=====~===~=============================== COMPUTATION RESULTS DESCRIPTION Normal Depth (ft) · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · Flow Velocity (fps)········································· Froude Number · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · Velocity Head (ft) · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · Energy Head (ft) · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · Cross-Sectional Area of Flow (sq ft)························ Top Width of Flow (ft)······································ VALUE 0.57 2.1 0.696 0.07 0.63 1. 28 4.53 ================================================================================ HYDROCALC Hydraulics for Windows, Version l.2a Copyright (c) 1996 Dodson & Associates, Inc., 5629 FM 1960 West, Suite 314, Houston, TX 77069 Phone: (281)440-3787, Fax: (281)440-4742, Email:software@dodson-hydro.com All Ri ghts Reserved. c( ~ w c 0 a:: w ..J ..J c( c( Q. c( IL w w 0 I= ..... c a:: z c( z Cl ..J z c( ~~ w 0 ~ j!: c( w :E z ..J c ..J ~ ~ ii) w ~ a:: Cl > ~z g z a:: w c( g c ::::> c( a:: Q. o~ NO. AC. 0.4 0.56 0.9 ft. 1.0 2.22 2.22 0.00 0.00 0.89 449.0 2.0 0.53 0.00 0.53 0.00 0.29 1.0 3.0 0.51 0.00 0.51 0.00 0.28 1.0 4.0 1.08 0.00 1.08 0.00 0.59 1.0 5.0 1.65 0.00 1.65 0.00 0.91 1.0 6.0 2.05 0.00 2.05 0.00 1.13 1.0 7.0 1.28 0.00 1.28 0.00 0.70 1.0 8.0 1.97 0.00 1.97 0.00 1.08 1.0 9.0 1.61 0.00 1.61 0.00 0.89 1.0 10.0 0.91 0.00 0.91 0.00 0.50 1.0 11 .0 0.99 0.00 0.99 0.00 0.54 1.0 12.0 0.58 0.00 0.58 0.00 0.32 1.0 13.0 0.53 0.00 0.53 0.00 0.29 1.0 14A 0.24 0.00 0.24 0.00 0.13 1.0 148 0.32 0.00 0.32 0.00 0.18 1.0 15A 0.53 0.00 0.53 0.00 0.29 1.0 158 0.26 0.00 0.26 0.00 0.14 1.0 16A 0.32 0.00 0.32 0.00 0.18 1.0 168 0.70 0.00 0.70 0.00 0.39 1.0 17A 0.17 0.00 0.17 0.00 0.09 1.0 178 0.25 0.00 0.25 0.00 0.14 1.0 EXHIBITC-1 Rational Formula Drainage Area Calculations CARTER'S CROSSING SUBDIVISION ~ g ~ ~ IL 0 c ..J ..J z IL IL ~ ~ a:: j!: a:: 0 u ~ ~i ~ ..J ..... a:: ..J 0 u w ..J ::::> ..J ..J w > c( ::::> w w ii Ill a IO 0 IL Cl ..J Cl ~ > 0 ::::> ~ !!! C1 ft. ft. ft. ft/s min min In/Hr cfs In/Hr cfs 2.0 1.0 1.0 0.5 15.9 15.9 5.04 4.5 6.2 5.5 1.0 1.0 2.0 11.3 0.0 10.0 6.33 1.8 7.7 2.2 1.0 1.0 1.0 10.4 0.0 10.0 6.33 1.8 7.7 2.2 1.0 1.0 1.0 10.4 0.0 10.0 6.33 3.8 7.7 4.6 1.0 1.0 1.0 10.4 0.0 10.0 6.33 5.7 7.7 7.0 1.0 1.0 1.0 10.4 0.0 10.0 6.33 7.1 7.7 8.7 1.0 1.0 1.0 10.4 0.0 10.0 6.33 4.5 7.7 5.4 1.0 1.0 1.0 10.4 0.0 10.0 6.33 6.9 7.7 8.3 1.0 1.0 1.0 10.4 0.0 10.0 6.33 5.6 7.7 6.8 1.0 1.0 1.0 10.4 0.0 10.0 6.33 3.2 7.7 3.9 1.0 1.0 1.0 10.4 0.0 10.0 6.33 3.4 7.7 4.2 1.0 1.0 1.0 10.4 0.0 10.0 6.33 2.0 7.7 2.5 1.0 1.0 1.0 10.4 0.0 10.0 6.33 1.8 7.7 2.2 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.8 7.7 1.0 1.0 1.0 1.0 10.4 0.0 10.0 6.33 1.1 7.7 1.4 1.0 1.0 1.0 10.4 0.0 10.0 6.33 1.8 7.7 2.2 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.9 7.7 1.1 1.0 1.0 1.0 10.4 0.0 10.0 6.33 1.1 7.7 1.4 1.0 1.0 1.0 10.4 0.0 10.0 6.33 2.4 7.7 3.0 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.6 7.7 0.7 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.9 7.7 1.1 0 IO 0 .... IO a ~ ~ C1 ~ In/Hr cfs In/Hr cfs In/Hr 7.0 6.2 8.0 7.1 9.1 8.6 2.5 9.9 2.9 11 .1 8.6 2.4 9.9 2.8 11 .1 8.6 5.1 9.9 5.9 11 .1 8.6 7.8 9.9 8.9 11 .1 8.6 9.7 9.9 11 .1 11.1 8.6 6.1 9.9 6.9 11.1 8.6 9.4 9.9 10.7 11 .1 8.6 7.6 9.9 8.7 11 .1 8.6 4.3 9.9 4.9 11 .1 8.6 4.7 9.9 5.4 11 .1 8.6 2.8 9.9 3.1 11 .1 8.6 2.5 9.9 2.9 11.1 8.6 1.1 9.9 1.3 11 .1 8.6 1.5 9.9 1.7 11 .1 8.6 2.5 9.9 2.9 11 .1 8.6 1.2 9.9 1.4 11 .1 8.6 1.5 9.9 1.7 11 .1 8.6 3.3 9.9 3.8 11.1 8.6 0.8 9.9 0.9 11.1 8.6 1.2 9.9 1.4 11 .1 ~ 0 0 C1 ~ cfs In/Hr 8.1 10.2 3.2 12.5 3.1 12.5 6.6 12.5 10.1 12.5 12.6 12.5 7.8 12.5 12.1 12.5 9.9 12.5 5.6 12.5 6.1 12.5 3.6 12.5 3.2 12.5 1.5 12.5 2.0 12.5 3.2 12.5 1.6 12.5 2.0 12.5 4.3 12.5 1.0 12.5 1.5 12.5 0 0 .... C1 cfs 9.1 3.7 3.5 7.4 11 .4 14.1 8.8 13.6 11 .1 6.3 6.8 4.0 3.7 1.7 2.2 3.7 1.8 2.2 4.8 1.2 1.7 10/212007 dra.xts Exhibit C-1 . " . ) I ! 0 < ~ u = z r-1 .... ~ ~ g ~ .~ r-1 ~ g 0 0 "' c.i 4.1 ~ ~ ~ = # # Ac. min yr 1 2 0.9 15.9 100 2 3 1.2 17.9 10 3 6 1.5 18.0 10 4 5 0.6 10.0 10 5 7 1.5 10.1 10 6 7 2.6 19.4 10 7 out 4.8 19.6 10 8 9 1.1 10.0 10 9 13 2.0 10.2 10 10 11 0.5 10.0 10 11 13 1.0 10.2 10 12 13 0.3 10.0 10 13 158 3.6 10.7 10 148 158 0.3 12.4 10 158 168 4.4 12.8 10 168 178 4.9 13.2 10 17L 1-~ ~ 1'3'.':!l '""' *Includes 33% Flow Increase for pipe sizes <27" dia. EXHIBIT C-3 PIPE SIZE CALCULATIONS CARTER'S CROSSING SUBDIVISION = cii ·;, .~ « 4.1 « = "' ~ ~ 4.1 "' "Cl = ~ iS::: = 4.1 -.... "Cl "" ~ "' iS::: = ~ « it = .... .... = 'i ~ .:. ~ = ~ ~ ~ ~ = = "Cl= = = ·c r-1 :;;;;> ;; < ;; z ;; ~ ~ > cfs cfs # cfs •;. " lfus 9.1 11 .8 1 11.8 0.23 24 3.8 7.8 10.1 1 10.1 0.17 24 3.2 9.6 12.4 1 12.4 0.26 24 4.0 5.1 6.7 1 6.7 0.34 18 3.8 12.9 16.8 1 16.8 0.46 24 5.3 16.3 16.3 1 16.3 0.05 36 2.3 30.1 30.1 1 30.1 0.17 36 4.3 9.4 12.2 1 12.2 0.24 24 3.9 16.9 21 .9 1 21 .9 0.80 24 7.0 4.3 5.6 1 5.6 0.24 18 3.2 9.0 11 .7 1 11.7 0.22 24 3.7 2.8 3.6 1 3.6 0.10 18 2.0 30.5 30.5 1 30.5 0.47 30 6.2 2.4 3.2 1 3.2 0.08 18 1.8 33.9 33.9 1 33.9 0.22 36 4.8 37.6 37.6 1 37.6 0.27 36 5.3 39.2 39.2 1 39.2 0.29 38 5.5 **See Plan & Profile for pipe slope used (Pipe slope >or-Friction slope) 4.1 e = E:::: ~ ~ 13 z E r-1 ..;i ~ ' min 455 2.02 30 0.16 312 1.31 30 0.13 110 0.35 30 0.22 147 0.58 45 0.20 199 0.48 30 0.16 39 0.17 30 0.25 209 0.56 46 0.43 120 0.42 41 0.13 351 1.05 "Cl = r-1 @ c.i ~ min 17.89 18.04 19.35 10.13 10.48 19.57 20.15 10.20 10.67 10.16 10.33 10.25 11.23 12.80 13.22 13.35 14_"4() = ~ ~ ' ~ ~ = ' 10/'212007 dra.xls Exhibit C-3 WATER & SEWER ANALYSIS HB I FOR CARTER'S CROSSING, PHASES 1 & 2 COLLEGE STATION, TEXAS JUNE2006 MBESI# I 000-0072 SUBMITIED BY: McCLURE & BROWNE ENGINEERING/SURVEYING, INC. I 008 Woodcreek Drive, Suite I 03 • College Station, Texas 77845 (979) 693-3838 • Fax: (979) 693-2554 • Email: McClureBrowne@Verizon.net WATER & SEWER ANALYSIS FOR CARTER'S CROSSING, PHASES 1 &2 COLLEGE STATION, TEXAS JUNE2006 MBESI# 1000.-0072 SUBMITTED BY: McCLURE & BROWNE ENGINEERING/SURVEYING, INC. 1008 Woodcreek Drive, Suite 103 ·College Station, Texas 77845 (979) 693-3838 •Fax: (979) 693-2554 •Email: McClureBrowne@Verizon.net WATER AND SEWER SYSTEM ANALYSIS FOR CARTER'S CROSSING, PHASES 1 & 2 General Information Area encompassed by this phase: Anticipated land use: Anticipated number of lots: Notes on surrounding development: 27.9 acres Single family residential 72 lots The site is bordered to the north by Raintree Subdivision, to the south by Emarald Forest Subdivision, and the the east and west by undeveloped land. Water System Analysis Primary water supply line: Software model: Average daily flow: Peaking factor: Estimated peak domestic demand: Estimated fire demand: Pipe material: Most Hydraulically Remote Point: Existing 8" line on North Forest Parkway & Existing 8" line on Raintree Drive PIPE2000 (Kentucky Pipe Network Model) 267 gpd (0.185 gpm) per residential lot 4.0 1.5 gpm per lot (per TCEQ requirements) 1000 gpm PVC (C909) Node J-4 (See Exhibit A) This is determined by calculating the lowest pressure under static conditions. 106.35 20 (min i Fire flow conditions Conclusion: 6.44 12 (ma~) I Fire flow conditions The proposed water system exceeds the requirements of TCEQ and the Cities of Bryan and College Station CARTER'S CROSSING, PHASES 1 & 2 MBESI # 10000072 Exhibit B (Hydrant Flow Test) College Station Utilities Reliable, Affordable, Community Owned 1601 GRAHAM ROAD COLLEGE STATION TEXAS 77845 Date: 10 JANUARY 2006 From: Butch Willis Water Wastewater Division Phone: 979-764-3435 Fax: 979-764-3452 FLOW TEST REPORT Nozzle size: 2.5 inch Location: APPOMATTOX AT WALNUT GROVE Flow hydrant number: 1-052 Pitot reading: 78 (GPM): 1475 Static hydrant number: 1-050 Static PSI: 116 Residual PSI: 88 Exhibit B Existing Hydrant Flow Test Data Carter's Crossing, Phases I & 2 Exhibit C (Hydrant Flow Test) Coll_ege Station Utilities Reliable, Affordable, Community Owned 1601 GRAHAM ROAD COLLEGE STATION TEXAS 77845 Date: 10 JANUARY 2006 From: Butch Willis Water Wastewater Division Phone: 979-764-3435 Fax: 979-764-3452 FLOW TEST REPORT Nozzle size: 2.5 inch Location: RAINTREE AT SUMTER Flow hydrant number: H-022 Pitot reading: 85 (GPM): 1550 Static hydrant number: H-020 Static PSI: 116 Residual PSI: 96 Exhibit C Hydrant Flow Test Data Carter's Crossing, Phases 1 & 2 Exhibit D (Static Flow Analysis) KYPIPE4 University of Kentucky Network Modeling Software Copyrighted by KPFS 1998 Version 1 . 200 -01/26/2000 Date & Time: Mon Jun 12 1S:S4:S7 2006 INPUT DATA FILENAME --------------C: \NEWFOL-1 \10000072 .DT2 TABULATED OUTPUT FILENAME --------C: \NEWFOL-1 \10000072 .OT2 POSTPROCESSOR RESULTS FILENAME ---C:\NEWFOL-1\10000072.RS2 **. *** +• * ••••• *** * * * ** * •• * * * *. * * * •• * * * * * *. * *** * * SUMMARY OF ORIGINAL DATA U N I T S S P E C I F I E D FLOWRATE . . . . . . . . . . . . c 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 VAL VE NODE NAMES LENGTH DIAMETER ROUGHNESS MINOR P I P E NAME #1 #2 (ft) (in) COEFF. LOSS COEFF. P-1 VP-1 J-2 237 . 4 7 8.07 120. 0000 0.00 P-10 J-9 J-11 2S2. 48 8. 07 120.0000 0. 00 P-11 J-11 J-10 S61. 91 8. 07 120.0000 0. 00 P-12 J-11 J-12 107. 69 6. 07 120.0000 0.00 P-13 J -9 VP-2 227 .11 8. 07 120. 0000 0.00 P-2 J -2 J-3 1100.27 6. 07 120. 0000 0. 00 P-3 J-3 J-2 440. 64 8. 07 120. 0000 0.00 P-4 J-3 J-4 184 . 92 8. 07 120. 0000 0. 00 P-S J-4 J-S 108 .18 8. 07 120. 0000 0 .00 P-6 J-4 J-9 694. 08 8.07 120. 0000 0.00 P-7 J-7 J-6 199.64 4.03 120. 0000 0. 00 P-8 J-7 J-8 479. 78 4.03 120. 0000 0.00 P-9 J-9 J-7 138. 76 6. 07 120. 0000 0. 00 P UM P/L 0 s s E L E M EN T DA T A THERE IS A DEVICE AT NODE VP-1 DESCRIBED BY THE FOLLOWING DATA: (ID= 1) HEAD FLOWRATE EFFICIENCY (ft) (gpml (%) 267.69 0.00 1.00 2S6.1S 77 s. 00 1. 00 221. S4 lSS0.00 1. 00 THERE IS A DEVICE AT NODE VP-2 DESCRIBED BY THE FOLLOWING DATA: (ID= 2) HEAD FLOWRATE EFFICIENCY (ft) (gpm) I%) 267. 69 0.00 1. 00 2Sl. S4 737. so 1.00 203. 08 147S.OO 1.00 E N D N 0 D E DA TA NODE NODE EXTERNAL JUNCTION EXTERNAL NAME TITLE DEMAND ELEVATION GRADE lgpm) I ft) (ft) -------------------------------------------------------------- J-10 12. 7S 262. 00 J-11 13. so 2S7. 00 J-12 0 . 00 2S7.00 J-2 24.7S 2S6.00 J-3 26.2S 2S7. 00 J-4 1. so 260. 00 J-S 0.00 260.00 J-6 3. 00 2ss.oo J-7 14.2S 2SS. 00 J-8 ll.2S 2S3. 00 J-9 0. 7S 2S6. 00 VP-1 2S9. 00 2S9. 00 VP-2 2S6.00 2S6. 00 0 U T P U T 0 P T I 0 N DAT A OUTPUT SELECTION: ALL RESULTS ARE INCLUDED IN THE TABULATED OUTPUT ExhibitD Static Flow Water Model Carter's Crossing, Phases 1 & 2 Applicable Exhibits: Exhibit A Exhibit B Exhibit C Exhibit D Exhibit E Primary outfall line: Software model: Average daily flow: Peaking factor: Pipe Material: Manning's N value: Spreadsheet Notes: Conclusion: Applicable Exhibits: Exhibit F Exhibit G Exhibit H Schematic Water System Layout City of College Station Fire Flow Test Report 1 City of College Station Fire Flow Test Report 2 Static Flow Model Output for Carter's Crossing, Phases 1 & 2 Fire Flow Model Output for Carter's Crossing, Phases 1 & 2 Sewer System Analysis 8" Line in Raintree Subdivision Microsoft EXCEL Spreadsheed based on Manning's Equation 267 gpd per residential lot 4.0 PVC (D3034 and D2241) 0.013 The spreadsheet m Exhibit G analyzes the entire system for Carter's Crossing, Phases 1 & 2. It computes the anticipated flowrates from each area and the minimum slopes of the lines that serve those areas. It compares the computed slope with either the required minimum slope or the design slope from the plans. If the computed slope is less than the minimum or the design slope, the spreadsheet indicates the line is "OK". All of the lines in the spreadsheet on Exhibit H indicate they are OK and thus meet the design guidelines of the Cities of Bryan and College Station. Therefore, we conclude that the lines are adequately sized and will easily carry the sewage flows that are expected to pass through them. Schematic Sewer System Layout Sewer Model Spreadsheet Copy of Letter to TCEQ CARTER'S CROSSING, PHASES I & 2 MBESl#10000072 --, ~ ..:--• •!<-c;: _·---=-. -· .,,_ I I --~ ~ ~ 1------- j5 ~ ~ 1 1 ] 1--------1 ..-11 ~ r--------- --------,' ~I-I -1- ---·--' I ~-----J H I I --, -1,. 1~-----J /Q I A ,'------? 1 / ______ , ~I ',~ e -WATER MODEL JUNCTION LOCATION I . I ' \ I I \ l=J ---------------I _ _j _________ _ ,--,--1--- --~ --= = =-~ --- ---\ ; ! ' ? ; " I . i ! j // ' ; I I : /I' ' I I j v/ \ ' EXlf/BJT A ---'---'-~ , ,3 J'f CARTER'S CROSSING ) : ; Phases 1 ( 2 - - --1-- -~ - - --+--___ --; Water Line Schematlc Exhibit D (Static Flow Analysis) S Y S T E M C 0 N F I G U R A T I 0 N NUMBER OF PIPES ...........•....... (pl -13 NUMBER OF END NODES ............... (j) 11 NUMBER OF PRIMARY LOOPS ......•..•• ( l) 1 NUMBER OF SUPPLY NODES ........•... (f) - NUMBER OF SUPPLY ZONES ............ (Z) = Case: RESULTS OBTAINED AFTER 6 TRIALS: ACCURACY 0.00205 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 LI I P E L I N E R E S U L T S STATUS CODE: XX -CLOSED PIPE CV -CHECK VALVE P I P E N A M E P-1 P-10 P-11 P-12 P-13 P-2 P-3 P-4 P-5 P-6 P-7 P-8 P-9 P U M P/L 0 S s E NAME FLOWRATE (gpmJ NODE NUMBERS Hl H2 VP-1 J-2 J-9 J-11 J-11 J-10 J-11 J-12 J-9 VP-2 J-2 J-3 J-3 J-2 J-3 J-4 J-4 J-5 J-4 J-9 J-7 J-6 J-7 J-8 J-9 J-7 LEMENT INLET HEAD (ft) FLOWRATE HEAD MINOR LINE HL/ LOSS LOSS VELO. 1000 (gpm) (ft) (ft) (ft/s) (ft/ft) 108. 00 0.08 0.00 0. 68 0. 33 26.25 0.01 0.00 0 .16 0. 02 12 . 75 0. 00 0.00 0. 08 0. 01 0.00 0.00 0 . 00 0.00 0. 00 0.00 0.00 0.00 0.00 0. 00 18. 61 0. 06 0. 00 0 .21 0.05 -64. 64 0 . 06 o. 00 0. 41 0.13 57 .00 0.02 0. 00 0. 36 0.10 0. 00 o.oo 0.00 o.oo 0.00 55.50 0. 07 0.00 0.35 0.10 3. 00 0.00 0.00 0. 08 0. 01 11.25 0.07 0.00 0 .28 0.15 28.50 0. 02 o.oo 0. 32 0.11 R E S U L T S OUTLET HEAD EFFIC-USEFUL INCREMTL TOTAL HEAD CHANGE ENCY POWER COST COST (ft) (ft) (%) (Hp) ($) ($) ------------------------------------------------------------------------------- VP-1 108.00 o. 00 267.47 267 .5 Device "VP-2" is closed EN D N 0 D E R E S U L T NODE NODE EXTERNAL HYDRAULIC NODE NAME TITLE DEMAND GRADE ELEVATION (gpm) (ft) (ft) J-10 12. 75 526. 24 262. 00 J-11 13.50 526.24 257. 00 J-12 0.00 526. 24 257. 00 J-2 24.75 526. 39 256. 00 J-3 26.25 526. 33 257. 00 J-4 l. 50 526.32 260 . 00 J-5 0.00 526. 32 2 60. 00 J-6 3.00 526.23 255.00 J-7 14.25 526.23 255. 00 J-8 11.25 526 .16 253. 00 J-9 0. 75 52 6. 25 256.00 VP-1 526. 47 259 . 00 VP-2 526.25 256. 00 S U M M A R y 0 F I N F L 0 W S AND OUTFLOWS (+I INFLOWS INTO THE SYSTEM FROM SUPPLY NODES (-) OUTFLOWS FROM THE SYSTEM INTO SUPPLY NODES NODE NAME FLOWRATE (gpmJ VP-1 108.00 NET SYSTEM INFLOW = 108. 00 NET SYSTEM OUTFLOW 0 .00 NET SYSTEM DEMAND 108. 00 NODE TITLE ***** HYDRAULIC ANALYSIS COMPLETED ***** PRESSURE NODE HEAD PRESSURE (ft) (psi) 264.24 114. 50 269.24 116. 67 269.24 116.67 270.39 117.17 269. 33 116. u. 266. 32 115. 40 266.32 115-40 271. 23 117. 53 271.23 117. 53 273.16 118. 37 270. 25 117.11 267. 4 7 115. 90 270 .25 117 .11 ~ Low Pressure @ Proposed Hydrant Location ~ System Wi de Low Pressure Exhi bit D Static FlmY Water Model Carter's Crossing, Phases 1 & 2 Exhibit E (Fire Flow Analysis) K Y P I P E University of Kentucky Network Modeling Software Copyrighted by KPFS 1998 Version 1 .200 -01/26/2000 Date & Time: Mon Jun 12 16:05:40 2006 INPUT DATA FILENAME --------------C: \NEWFOL-1 \10000072. DT2 TABULATED OUTPUT FILENAME --------C: \NEWFOL-1 \10000072 .OT2 POSTPROCESSOR RESULTS FILENAME ---C:\NEWFOL-l \10000072.RS2 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 PECIFIED FLOWRATE ........... . HEAD (HGLJ ......... . gallons/minute feet PRESSURE .•.......... psig P I P E L I N E D A T A STATUS CODE: XX -CLOSED PIPE CV -CHECK VAL VE NODE NAMES LENGTH DIAMETER ROUGHNESS MINOR P I P E NAME #1 #2 (ft) (in) COEFF. LOSS COEFF. P-1 VP-1 J-2 237.47 8. 07 120. 0000 0. 00 P-10 J-9 J-ll 252.48 8.07 120. 0000 0.00 P-JJ J-11 J-10 561 . 91 8. 07 120. 0000 0. 00 P-12 J-11 J -12 107.69 6.07 120. 0000 o. 00 P-13 J-9 VP-2 227. JJ 8. 07 120.0000 0 . 00 P-2 J-2 J-3 JJOO. 27 6. 07 120. 0000 0.00 P-3 J-3 J-2 440. 64 8. 07 120. 0000 0.00 P-4 J-3 J-4 184.92 8.07 120. 0000 0. 00 P-5 J-4 J-5 108.18 8. 07 120. 0000 0 . 00 P-6 J-4 J-9 694. 08 8. 07 120. 0000 0. 00 P-7 J-7 J-6 199. 64 4.03 120. 0000 0. 00 P-8 J-7 J-8 479. 78 4. 03 120. 0000 0. 00 P-9 J-9 J-7 138. 76 6. 07 120. 0000 0 . 00 PU M P/L 0 S S E L EM E N T DAT A THERE IS A DEVICE AT NODE VP-! DESCRIBED BY THE FOLLOWING DATA: (ID= l) HEAD FLOWRATE EFFICIENCY (ft) (gprn) (%I 267. 69 0.00 l. 00 256.15 775. 00 l. 00 221. 54 1550.00 1.00 THERE IS A DEVICE AT NODE VP-2 DESCRIBED BY THE FOLLOWING DATA: (ID= 21 HEAD FLOWRATE EFFICIENCY (ft) (gprn) (%) 267.69 0.00 1.00 251. 54 737. 50 1.00 203.08 1475.00 l. 00 E N D N 0 D E D A T A NODE NODE EXTERNAL JUNCTION EXTERNAL NAME TITLE DEMAND ELEVATION GRADE (gpm) (f t) (ft) -------------------------------------------------------------- J-10 12.75 2 62. 00 J-11 1013.50 257. 00 J-12 0.00 257. 00 J-2 24.75 256.00 J-3 26.25 257. 00 J-4 1.50 260. 00 J-5 0. 00 260.00 J-6 3.00 255.00 J-7 14.25 255.00 J-8 11. 25 253.00 J-9 0. 75 256.00 VP-1 259. 00 259. 00 VP-2 256. 00 256. 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 Exhibit E Fire Flow Water Model Carter ' Crossing, Phases l & 2 Exhibit E (Fire Flow Analysis) S Y S T E M C 0 N F I G U R A T I 0 N NUMBER OF PIPES ..............•.... (p) -13 NUMBER OF END NODES ............... ( j ) 11 NUMBER OF PRIMARY LOOPS ........•.. ( 1) 1 NUMBER OF SUPPLY NODES ............ (fl - NUMBER OF SUPPLY ZONES .......•.... (z) - Case: RESULTS OBTAINED AFTER 4 TRIALS: ACCURACY 0.00078 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) P I P E L I N E R E S U L T S STATUS CODE: XX -CLOSED PI PE CV -CHECK VALVE P I P E N A M E P-1 P-10 P-11 P-12 P-13 P-2 P-3 P-4 P-5 P-6 P-7 P-8 P-9 NODE NUMBERS #1 #2 VP-1 J-2 J-9 J -11 J-11 J-10 J-11 J-12 J-9 VP-2 J-2 J-3 J-3 J-2 J-3 J-4 J -4 J-5 J -4 J-9 J-7 J-6 J-7 J-8 J-9 J-7 FLOWRATE (gpm) 547.84 1026.25 12. 75 0. 00 -560.16 116. 91 -406.18 496. 84 0.00 495.34 3.00 11.25 28.50 P UM P/L 0 s s E L E M E N T R E S U L T S INLET OUTLET HEAD NAME FLOWRATE HEAD HEAD CHANGE (gpm) (ft) (ft) (ft) VP-1 547.84 0. 00 261.93 261. 9 VP-2 560.16 0 . 00 258. 37 258. 4 E N D N 0 D E R E s u L T s NODE NODE EXTERNAL HYDRAULIC NAME TITLE DEMAND GRADE (gpm) (ft) J-10 12. 75 507. 42 J-11 1013.50 507 .42 J-12 0. 00 507. 42 J-2 24.75 519. 35 J-3 26.25 517. 66 J-4 1. 50 516.63 J-5 o. 00 516 .63 J-6 3.00 512. 78 J-7 14 .25 512. 78 J-8 11. 25 512. 71 J-9 0. 75 512 . 80 VP-1 520. 93 VP-2 514. 37 HEAD MINOR LINE HL/ LOSS LOSS VELO. 1000 (ft) (ft) (ft/s) (ft/ft) 1. 58 0.00 3. 4g 6. 66 5. 38 0.00 6. 44 21.29 0. 00 0. 00 0. 08 0.01 o. 00 0.00 0. 00 0. 00 1. 58 0. 00 3. 51 6. 94 1. 69 0.00 1.30 1. 53 1. 69 0. 00 2. 55 3.83 1. 03 0.00 3.12 5 .56 0.00 0. 00 0.00 o.oo 3.83 0. 00 3.11 5.53 0. 00 0.00 0. 08 0. 01 0. 07 0. 00 0. 28 0 .15 0. 02 0 . 00 0. 32 0.11 EFFIC-USEFUL INCREMTL TOTAL ENCY POWER COST COST ( %) (Hp) ($) ($) NODE PRESSURE NODE ELEVATION HEAD PRESSURE (ft) (ft) (psi) 262. 00 245.42 106.35 257. 00 250. 42 108. 52 257. 00 250. 42 08. 52 256.00 263.35 114 .12 257. 00 260. 66 112. 95 260.00 256. 63 111.21 260.00 256.63 111. 21 255. 00 257. 78 111. 70 255. 00 257. 78 111 . 71 253. 00 259. 71 112. 54 256. 00 256 . 80 111. 28 259.00 261. 93 113. 50 256. 00 258.37 111.96 s UM MAR 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 NODE NAME VP-1 VP-2 FROM NET SYSTEM INFLOW NET SYSTEM OUTFLOW NET SYSTEM DEMAND THE SYSTEM INTO SUPPLY FLOWRATE (gpm) 547.84 560 .16 1108.00 0. 00 1108.00 NODE TITLE NODES ***** HYDRAULIC ANALYSIS COMPLETED ***** f-HIGH VELOCITY f-LOW PRESSURE Exhibit E Fire FlmY Water Model Carter' Crossing, Phases 1 & 2 ~ ·c:: CJ I I l ! 1----1 I l'::l r -------_______ / i I i r~--- r--- .. -SS/I.-.. -8S/L I Q;: I I ---i----------.. -es/L-.. --e_s/l .. -es/l-I I -r--·-----,1--· __:8;....::S.:...:./l -=-_· . + 8 S/l - I I I --~ \ I I \ I \ CP \ ~ \@ __ ___..\ ---------------\ '? ---I>------~ EXHIBIT F CARTER's CROSSING Phases 1 t 2 Sewer Line Schematic Line From To <i! .,, ~ ·~ 0:: 267 Area of Contributing Land Uses ~ ,., 'il u ~g u Cl ]' 401 N ,., ]u ... ::: u ::> ]'Cl Cl) S34 M ju ... ::: u ::> ]'Cl Cl) 801 8 15 0 so l "' 3S GPO per I GPO per I GPO per I GPO per I GPO per I GPO per MH #I MH # Lot Acre Acre Acre Person I Person Carters Crossing Sewer Lines 1 I 2 I 18 I o 0 0 0 0 0 0 0 0 0 0 14 0 0 0 II 0 0 0 0 0 0 10 0 0 0 0 s -8 z u ~~ ... ~ ii: GPO 4,806 801 l,33S 2,136 3,738 2,937 1,602 ~ G: ~ .wi ~ " ::> '8 1l s z 8 .g 4,806 6,942 6,67S 17,3S5 17,3SS Exhibit G Carters Crossing Phases 1-2 Sanitary Sewer Analysis Flow Calculations Average Daily Flows (ADF) GPO CFS 4,806 I 0.0014 S,607 I 0.0087 l,33S I 0.0021 9,078 I 0.0140 3,738 I o.0058 2,937 I o.004S 8,277 I 0.0128 17,3SS I o.0269 17,3SS I o.0269 Infiltration I Peaking (10% ADF) Factor CFS 0.0007 4.00 0.0009 4.00 0.0002 4.00 0.0014 4.00 0.0006 4.00 o.ooos 4.00 0.0013 4.00 0.0027 4.00 0.0027 4.00 Peak Flows Inside Size I Material I Diameter CFS I (in.1 Inches 0.03 8 I 03034 I 7.7S4 0.04 8 I 03034 7.754 0.01 6 I 03034 5.793 0.06 8 I 03034 7.7S4 0.02 8 I 03034 7.7S4 0.02 8 I 03034 7.754 o.os 8 I 03034 7.754 0.11 8 I 03034 7.754 0.11 8 I 03034 7.754 Pipe Calculations Manning Friction Slope ADF D~~~· 1Ave. DailylAve. Daily! Friction Slo 8:1 Flow Flow Slope dF V cloc1ty Depth Peak Flows Manning Min. Design Slope Peak Flows % % fos Inches % % 0.0002 I 0.40 0.69 0.00 0.0001 I 0.40 0.0003 I 0.40 0.74 0.00 0.0010 I 0.40 0.0001 I 0.80 O.S3 0.00 0.0003 I o.80 0.0008 I 0.40 0.85 0.39 0.0021 I 0.40 0.0001 I 0.40 0.63 0.00 o.ooos I 0.40 0.0001 I 0.40 O.S6 0.00 0.0003 I 0.40 0.0006 I 0.40 0.82 0.39 0.0022 I 0.40 0.0028 I 0.40 I.OS 0.78 0.0091 I 0.40 0.0028 I 0.40 1.13 0.78 o.0097 I 0.40 Actual Slope forl Pipe Existing Slope or Check Designed Systems % 0.40 OK 0.40 OK 0.80 OK 0.40 OK 0.40 OK 0.40 OK 0.40 OK 0.40 OK O.SO OK Peak Flow V1clocity fos I.OS 1.12 0.95 1.28 0.96 0.91 1.24 1.54 1.6.5 Peak Flow Depth Inches 0.78 1.16 0.29 1.16 0.78 0.78 1.16 1.94 1.55 6/12/2006 Exhibit B June 19, 2006 McCLURE & BROWNE ENGINEERING/SURVEYING, INC. 1008 Woodcreek Di"h-e. Suite 103 • College Station. Texas 778-l5 (979) 693-3838 • Fax (979) 693-255-l •Email: mcclurebrowne1c[Yerizon.net Mr. Louis C. Herrin, III, P.E. TCEQ-MC 148 P. 0. Box 13087 Austin, TX 78711-3087 Re: Chapter 31 7 Summary Transmittal Letter Permittee: City of College Station Permit Number: TPDES WQ0010024006 Project Name: Carter's Crossing Subdivision, Phases 1 & 2 County: Brazos County MBESI #1000-0072 Dear Mr. Herrin: The purpose of this letter is to provide the TCEQ with the information necessary to comply with the requirements of §317. l(a)(3)(D) of the TCEQ's rules titled, Design Criteria for Sewerage Systems. The necessary information includes: 1. Engineering Firm: McClure & Browne Engineering/Surveying, Inc. 1008 Woodcreek Drive, Suite 103 College Station, Texas 77845 2. Design Engineer: Jeffery L. Robertson, P.E. No. 94745 3. Facility Owner: City of College Station, Brazos County, Texas 4. The plans and specifications which describe the project identified in this letter are in substantial compliance with all requirements of Chapter 317. 5. Project Description: The wastewater improvements that are detailed within this project are located within the City of College Station in Brazos County, Texas, and are designed to connect to the existing wastewater collection system. The project involves the extension of an existing sewer line into a new subdivision located near the intersection of Appomattox Drive and North Forest Parkway. The project consists of eight new gravity wastewater lines and their associated appurtenances. Wastewater from this subdivision will flow to the Carters Creek Wastewater Treatment Plant. The following is a general description of the new collection system: Mr. Louis C. Herrin, III, P.E. June 19, 2006 Page 2 Gravity Wastewater Lines: Number of Lots: Residential: 72 Amount/Type of Wastewater Pipe to be Installed: Pipe Size (in.) Material 8 ASTM D3034, SDR 26 PVC 8 ASTM D2241, SDR 26 PVC 8 CL 350 DIP 6 ASTM D3034, SDR 26 PVC 6 ASTM D2241, SDR 26 PVC Number of Manholes: 15 Linear Feet 3075 100 701 268 20 Distance between manholes range from 170 LF to 449 LF. Grade(%) Min. Max. 0.40 0.40 0.40 0.40 0.40 0.40 0.80 0.80 0.80 0.80 The plans will be reviewed by the City of College Station and they will also provide construction inspection. If you have any questions regarding this project, please contact me at (979) 693-3838. Very truly yours, ~e?i,;:;E cc: TCEQ Region 9 Office, Wastewater Program City of College Station, Development Services Department c( ;: w c 0 0:: w ..J ..J c( c( D. c( u. w w 0 I= t-c Cl 0:: ..J z c( z c( w z w (.) ~~ c( ..J > w :E ..J z ~ w c( c w ~ ~ cw iii > w Cl >z g z 0:: w c( g o~ c :::> c( 0:: D. NO. AC. 0.4 0.56 0.9 ft. 1 1.28 0.00 1.28 0.00 0.70 250.0 3 1.23 0.00 1.23 0.00 0.68 215.0 4 1.22 0.00 1.22 0.00 0.67 97.0 5 5.85 0.00 5.85 0.00 3.22 138.0 6 2.26 0.00 2.26 0.00 1.24 1.0 7 1.39 0.00 1.39 0.00 0.76 1.0 19 8.00 8.00 0.00 0.00 3.20 500.0 20 0.94 0.00 0.94 0.00 0.52 70.0 21 1.59 0.00 1.59 0.00 0.87 152.0 22 0.87 0.00 0.87 0.00 0.48 144.0 23 0.88 0.00 0.88 0.00 0.48 74.0 24 0.59 0.00 0.59 0.00 0.32 77.0 25 0.46 0.00 0.46 0.00 0.25 1.0 26 1.00 0.00 1.00 0.00 0.55 1.0 27 0.29 0.00 0.29 0.00 0.16 1.0 28 0.17 0.00 0.17 0.00 0.09 1.0 29 0.87 0.00 0.87 0.00 0.48 1.0 30 0.81 0.00 0.81 0.00 0.45 1.0 31 0.00 0.00 0.00 0.00 0.00 1.0 32 0.00 0.00 0.00 0.00 0.00 1.0 33 2.30 0.00 2.30 0.00 1.27 1.0 35 0.81 0.00 0.81 0.00 0.45 1.0 EXHIBIT C-1 Rational Formula Drainage Area Calculations Carter's Crossing, Phases 1 & 2 ;: 0 ;: ;: ..J u. 0 0 c ..J ..J z u. u. ~ ~ ..J 0:: ~ 0:: ~ ..J 0 ~ ~ ~ Cl 0 w ..J ..J u w :::> z :::> ..J > c( Cl ~ Cl : w ii Ill N IO 0 u. > (.) :::> N a IO a ft. ft. ft. ft/s min min In/Hr cfs In/Hr cfs 2.0 150.0 1.0 0.8 8.1 10.0 6.33 4.5 7.7 5.4 2.0 98.0 1.0 0.9 6.1 10.0 6.33 4.3 7.7 5.2 1.0 387.0 4.0 1.5 5.5 10.0 6.33 4.2 7.7 5.2 1.4 861 .6 3.8 1.2 14.2 14.2 5.35 17.2 6.6 21 .1 1.0 1.0 1.0 10.4 0.0 10.0 6.33 7.9 7.7 9.6 1.0 1.0 1.0 10.4 0.0 10.0 6.33 4.8 7.7 5.9 2.0 884.0 5.0 0.8 28.5 28.5 3.58 11.4 4.5 14.3 0.7 461 .0 2.8 1.3 6.6 10.0 6.33 3.3 7.7 4.0 1.5 250.0 2.0 1.1 5.9 10.0 6.33 5.5 7.7 6.7 1.4 233.0 2.8 1.2 5.2 10.0 6.33 3.0 7.7 3.7 0.7 417.0 5.0 1.7 5.0 10.0 6.33 3.1 7.7 3.7 2.0 280.0 2.5 1.6 3.6 10.0 6.33 2.1 7.7 2.5 1.0 1.0 1.0 10.4 0.0 10.0 6.33 1.6 7.7 1.9 1.0 1.0 1.0 10.4 0.0 10.0 6.33 3.5 7.7 4.2 1.0 1.0 1.0 10.4 0.0 10.0 6.33 1.0 7.7 1.2 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.6 7.7 0.7 1.0 1.0 1.0 10.4 0.0 10.0 6.33 3.0 7.7 3.7 1.0 1.0 1.0 10.4 0.0 10.0 6.33 2.8 7.7 3.4 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.0 7.7 0.0 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.0 7.7 0.0 1.0 1.0 1.0 10.4 0.0 10.0 6.33 8.0 7.7 9.7 1.0 1.0 1.0 10.4 0.0 10.0 6.33 2.8 7.7 3.4 0 IO 0 .... IO N :!: a !::! a In/Hr cfs In/Hr cfs 8.6 6.1 9.9 6.9 8.6 5.8 9.9 6.7 8.6 5.8 9.9 6.6 7.4 23.8 8.5 27.2 8.6 10.7 9.9 12.3 8.6 6.6 9.9 7.5 5.1 16.3 5.8 18.7 8.6 4.5 9.9 5.1 8.6 7.6 9.9 8.6 8.6 4.1 9.9 4.7 8.6 4.2 9.9 4.8 8.6 2.8 9.9 3.2 8.6 2.2 9.9 2.5 8.6 4.7 9.9 5.4 8.6 1.4 9.9 1.6 8.6 0.8 9.9 0.9 8.6 4.1 9.9 4.7 8.6 3.8 9.9 4.4 8.6 0.0 9.9 0.0 8.6 0.0 9.9 0.0 8.6 10.9 9.9 12.5 8.6 3.8 9.9 4.4 :ll ~ a In/Hr cfs 11 .1 7.8 11 .1 7.5 11 .1 7.5 9.6 30.8 11 .1 13.9 11 .1 8.5 6.6 21 .3 11 .1 5.8 11 .1 9.7 11 .1 5.3 11.1 5.4 11.1 3.6 11 .1 2.8 11 .1 6.1 11.1 1.8 11 .1 1.0 11.1 5.3 11 .1 5.0 11.1 0.0 11.1 0.0 11 .1 14.1 11 .1 5.0 0 0 0 0 .... .... a In/Hr cfs 12.5 8.8 12.5 8.5 12.5 8.4 10.8 34.7 12.5 15.6 12.5 9.6 7.5 24.1 12.5 6.5 12.5 11 .0 12.5 6.0 12.5 6.1 12.5 4.1 12.5 3.2 12.5 6.9 12.5 2.0 12.5 1.2 12.5 6.0 12.5 5.6 12.5 0.0 12.5 0.0 12.5 15.8 12.5 5.6 11/21/2006 10000072-dra.xls Exhibit C-1 ' ' . , ·• .A .. '- I . ' - ~ . ~o ~~ ~< 1 3 4 5 6 7 8 20 21 22 23 24 25 26 27 28 29 30 33 35 gz i. < ~ Q,j 0 'f:l 't .s Q,j = ~ i. o~ 0 = Q,j i. = Q,j ~ = = ·; i. ~ cfs 6.0 I 6.1 7.0 I 5.8 SB I 5.8 6.0 I 23.8 7.0 I 10.7 NA I 6.6 NA I 6.8 23.0 I 4.5 22.0 I 7.6 24.0 I 4.1 na I 4.2 26.0 I 2.8 NA I 3.2 NA I 6.9 30.0 I 1.4 29.0 I 0.8 25.0 I 4.1 26.0 I 3.8 NA I 10.9 na I 3.8 i. Q,j 0 t' i. = u 0 ~ :s ~ 0 -; .... 0 ~ -= .... "O ~ .... Q,j Q,j i. .... rJ'J. 0.0 I 6.1 I 27 0.0 I 5.8 I 27 0.0 I 5.8 I 27 0.0 I 23.8 I 27 17.6 I 28.3 I 27 5.0 I 11.6 I 27 0.0 I 6.8 I 27 0.0 I 4.5 I 27 0.0 I 7.6 I 27 0.0 I 4.1 I 27 0.0 I 4.2 I 27 0.0 I 2.8 I 27 0.0 I 3.2 I 38 0.0 I 6.9 I 38 o.o I 1.4 I 38 0.0 I 0.8 I 38 0.0 I 4.1 I 38 0.0 I 3.8 I 38 0.0 I 10.9 I 27 o.o I 3.8 I 27 EXHIBIT C-2 INLET COMPUTATIONS Carter's Crossing, Phases 1 & 2 .... ~ .... rJ'J. "O ~ Q,j II)' i. -·; Q,j er c. Q,j 0 ~ 00 0.6% 0.6% 0.5% 9.2% 13.1% 2.2% 0.8% 0.3% 0.9% 0.3% 0.3% 0.1% 0.4% 1.7% 0.1% 0.0% 0.6% 0.5% 2.0% 0.2% Q z .... Q,j :s ~ = ~ .... = 0 -= .... 0 ~ 1 I 6.1 3 I 5.8 4 I 5.8 5 123.8 6 128.3 7 I 11.6 8 I 6.8 20 I 4.5 21 I 7.6 22 I 4.1 23 I 4.2 24 I 2.8 25 I 3.2 26 I 6.9 27 I 1.4 28 I 0.8 29 I 4.1 30 I 3.8 33 110.9 35 I 3.8 DESCRIPTION Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Inlet on Grade Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet ~ ~ i. Q,j ~ ~ u -0 er ~ ~ "O Q,j "O ·~ i. ~ ~ Curb Inlet cfs I ft I ft 2.33 I 2.60 I 5 2.33 I 2.50 I 5 2.33 I 2.48 I 5 0.62138.491 10 2.33112.141 10 2.33 I 4.97 I 5 2.33 I 2.91 I 5 2.33 I 1.91 I 5 2.33 I 3.23 I 5 2.33 I 1.77 I 5 2.33 I 1.79 I 5 2.33 I 1.20 I 5 2.33 I 1.36 I 5 2.33 I 2.95 I 5 2.33 I 0.59 I 5 2.33 I 0.35 I 5 2.33 I 1.77 I 5 2.33 I 1.65 I 5 2.33 I 4.68 I 5 2.33 I 1.65 I 5 i. -= . Q,j .... ~ ~ Q., • 0 Q,j rJ'J. t' ~ ii i. ~ ~ = "O • u = ~ 0 £ u "O Q,j i. ·; er ~ = Q,j i. < "O Q,j "O ·~ i. ~ = Q,j i. < Grate Inlet 0 0 0 18 5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ft I cfs I sq-ft I sq-ft 11/21/2006 10000072-dra.xls Exhibit C-2 . ' e < 0 ~ u c z ~ -~ ~ rJl ~ z < = ~ """ ~ t)J) ~ ... 0 0 ~ (,,I Q,j """ ~ ~ ~ Q # # Ac. min yr 1 5.1 0.7 10.0 10 3 7 0.7 10.0 10 4 6 0.7 10.0 10 5 5.1 3.2 14.2 10 5.1 6 3.9 14.5 10 6 6.1 5.8 15.0 10 6.1 6.2 5.8 15.5 10 6.2 7 5.8 16.0 10 7 8 7.3 16.6 10 8 Out 8.1 17.0 10 19 28 3.2 28.5 10 20 21 0.5 10.0 10 21 22 1.4 10.2 10 22 24 1.9 11.0 10 23 24 0.5 10.0 10 24 26 2.7 11.4 10 25 Out 3.5 12.2 100 26 25 3.2 11.6 100 27 28 0.2 10.0 10 28 Out 3.5 28.6 10 33 Out 1.3 10.0 10 35 Out 0.4 10.0 10 •includes 33% Flow Increase for pipe sizes <27" dia. EXHIBIT C-3 PIPE SIZE CALCULATIONS Carter's Crossing, Phases 1 & 2 = .~ = « ~ Q,j t)J) « Q ... Q,j Q,j ~ Q. Q. -= Q,j ~ ... c Q,j Q Q,j ~ ---= Q. i.. rJl ~ Q,j is: Q,j = = -~ .s :e ~ ~ « .... .:., ~ c ~ -~ (,,I = c -= c Q c ·c N =-""" j;;;) ~ < ti: z ti: ~ rJl ,.J ~ ;;;.. cfs cfs # cfs O/o " fps 6.1 7.9 1 7.9 0.48 18 4.5 5.8 7.6 1 7.6 0.44 18 4.3 5.8 7.5 1 7.5 0.44 18 4.3 23.8 30.9 1 30.9 1.58 24 9.8 28.7 28.7 1 28.7 0.41 30 5.8 42.0 42.0 1 42.0 0.34 36 5.9 41.3 41.3 1 41.3 0.32 36 5.8 40.6 40.6 1 40.6 0.31 36 5.7 49.8 49.8 1 49.8 0.47 36 7.0 54.5 54.5 1 54.5 0.56 36 7.7 16.3 21.1 1 21.1 0.74 24 6.7 4.5 5.8 1 5.8 0.26 18 3.3 11.9 15.5 1 15.5 0.40 24 4.9 15.5 20.2 1 20.2 0.67 24 6.4 4.2 5.4 1 5.4 0.23 18 3.1 21.8 21.8 1 21.8 0.24 30 4.4 40.1 40.1 1 40.1 0.31 36 5.7 38.1 38.1 1 38.1 0.28 36 5.4 1.4 1.8 1 1.8 0.02 18 1.0 17.5 22.8 1 22.8 0.86 24 7.2 10.9 14.2 1 14.2 0.33 24 4.5 3.8 5.0 1 5.0 0.19 18 2.8 .. See Plan & Profile for pipe slope used (Pipe slope >or= Friction slope) Q,j e = E:: ~ {.,!) 'ii z ... ~ = i.. ~ ~ . min 32 0.12 30 0.12 45 0.18 182 0.31 183 0.52 183 0.51 184 0.53 185 0.54 185 0.44 30 0.06 41 0.10 32 0.16 246 0.83 175 0.46 30 0.16 39 0.15 38 0.11 200 0.62 51 0.84 52 0.12 50 0.18 50 0.29 -= ~ = = ~ ~ ~ (§) ~ """ ~ (,,I ~ = min • . 10.12 10.12 10.18 14.49 15.01 15.52 16.05 16.59 17.03 17.09 28.64 10.16 10.99 11.45 10.16 11.60 12.33 12.21 10.84 28.76 10.18 10.29 11/21/2006 10000072-dra.xls Exhibit C-3 MB I DRAINAGE REPORT FOR CARTER'S CROSSING, PHASES 1 & 2 COLLEGE STATION, TEXAS JUNE2006 MB ES I# I 000-0072 SUBMITIED BY: McCLURE & BROWNE ENGINEERING/SURVEYING, INC. 1008 Woodcreek Drive, Suite 103 •College Station, Texas 77845 (979) 693-3838 • Fax: (979) 693-2554 • Email: McClureBrowne@Verizon.net CERTIFICATION Drainage Report for Carter's Crossing Subdivision Phase 1 & 2 MEES!# 1000-0072 I, Jeffery L. Robertson, Registered Professional Engineer No. 94745, State of Texas, certify that this addendum report for the drainage design of Carter's Crossing Subdivision, Phases 1 & 2, was prepared by me in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof. ~""'''''''''' ----:~~ 9F r~ ''' -'\~ ....... :.t. , .. .:' c::, ... ··*' ·· ... """IS' ., ,;;' * .... . .... ii ,, ~*... "-*~ f'jeFFERY'L'.'mRTsoo·\ ~·····:······· .. •• ...................... iif. ~ -0:. 94745 .:,Cf;~ . 'I.~... //':''!~ ., Q" . ;,v; 1,,~ ... ~(CENSE-?.··~_# ~ t'"~r. ..... ,. ... ~~v: . \\\~10NA\. r;~..,-- ''''"'''""" SUMMARY This Drainage Report for Carter's Crossing Subdivision analyzes the proposed storm drain and culvert systems in Phases 1 & 2 of the subdivision. It has been determined that the runoff from this site can be released un- detained without causing harmful effects to the downstream property. GENERAL INFORMATION Area encompassed by Phases 1 & 2: Anticipated land use: Anticipated number of lots: Notes on surrounding development: FLOOD HAZARD INFORMATION FEMA FIRM Map#: 48041C0163C Effective Date: July 2, 1992 27.756 acres Single family residential 72 lots The property is bordered by Raintree Subdivision to the north, undeveloped land to the east and west, and Emerald Forest Subdivision to the South. Comments: No portion of the site is shown to be within the 100-year floodplain, so it is not currently regulated under the National Flood Insurance Program. Applicable Exhibits: A Excerpt of FEMA FIRM DESCRIPTION OF DRAINAGE SYSTEMS Primary System: Secondary System: Drainage Report The site is open with dense vegetation around the creek channels. The site naturally drains to a tributary of Carters Creek, which runs from west to east within the site. Runoff from the residential lots will flow into the streets where it is captured by inlets and conveyed through underground pipes to the existing creek channel. Page I of3 Carter's Crossing Subdivision Phases I & 2 Applicable Exhibits: B-1 Drainage Area Map (For Detention and Floodplain Calculations) B-2 Drainage Area Map (For Storm Drain Pipe and Inlet Sizing) C-1 Rational Formula Drainage Area Calculations C-2 Inlet Computations C-3 Pipe Size Calculations D-1 SCS Method Runoff Summary D-2 SCS Drainage Area Parameters E-1 HEC-RAS Output Data E-2 HEC-RAS Cross Section Data F-1 Letter of Agreement with Downstream Property Owner DETENTION & FLOODPLAIN ANALYSIS Design Storm: Design Methodology Hydrology: Software Model: Curve Numbers: 100-yr Return Period SCS Method Hydraflow Hydrographs 2002 Impervious Area = 98 Medium Density Residential = 87 Undeveloped Area= 75 SECONDARY STORM DRAIN DESIGN Design Storm: Design Methodology Hydrology: Software Model: 10-yr Return Period Time of Concentration: Rational Formula Excel Spreadsheet 10 min. Runoff Coefficients: Hydraulics: Software Model: Manning 's N: 0.40 -Undeveloped area 0.55 -Residential areas 0.90 -Paved areas Manning's Equation Excel Spreadsheet 0.014 (concrete pipe or HDPE pipe) Applicable Exhibits: Addendum C-1 Rational Formula Drainage Area Calculations Addendum C-2 Inlet Computations Addendum C-3 Pipe Size Calculations Addendum C-4 Proposed Culvert Analysis Addendum C-5 Hydraulic Grade Line Calculations (10 yr.) Addendum C-6 Hydraulic Grade Line Calculations (100 yr.) Addendum F-1 Hydraulic Grade Line Schematics DETENTION REQUIREMENTS General Note: Detention for Carter's Crossing Subdivision (all phases) is not needed due to its location in the Carters Crossing Drainage Basin. The pre-and post-development storm flows were calculated to determine the impact on downstream property. A small increase in the runoff and the water surface elevation has been shown. However, the increase is negligible and the down stream property owner has been notified and a written agreement is attached to Drainage Report Carter's Crossing Subdivision Phases l & 2 Page 2 of3 this report. The table below shows the results of the analysis at the end of the project (Sta. 3+00). Storm Pre-Dev Post-Dev Event Conditions Conditions 5 I 229 cfs 242 cfs 10 l 292 cfs 305 cfs 25 366 cfs i 379 cfs I 50 I 419 cfs L ___ 431 cfs I 100 ! 482 cfs I 494 cfs EROSION AND SEDIMENTATION CONTROLS Control Measures: SWPPP: Drainage Report Silt fence Hydromulch seeding Inlet protection Construction entrance/exit The contractor shall be responsible for establishing and maintaining the SWPPP in accordance with TCEQ requirements. Page 3 of3 Carter's Crossing Subdivision Phases 1 & 2 PROJECT SITE /\ / ' " / ·- NTS EXHIBIT A Flood Insurance Rate Map Excerpt Brazos County, Texas and Incorporated Areas Mop Numbers: 48041 C0163C Effective Date: July 2, 1992 ~ := c 0 0::: w ..J ..J c( c( Q. s u.. w w 0 t-c CJ 0::: ..J t-z c( z c( w z w (.) c( ::c c( w ..J > :I!; ..J ..J t-z ~ ~~ c w ~ 0::: CJ ~ iii > w z 0 z 0::: w c( 0 >w c t-::::> c( 0::: Q. t-0..J NO. AC. 0.4 0.55 0.9 ft. 1 1.28 0.00 1.28 0.00 0.70 250.0 3 1.23 0.00 1.23 0.00 0.68 215.0 4 1.22 0.00 1.22 0.00 0.67 97.0 5 5.85 0.00 5.85 0.00 3.22 138.0 5.1 0.00 0.00 0.00 0.00 0.00 1.0 6 2.26 0.00 2.26 0.00 1.24 1.0 7A 1.00 0.00 1.00 0.00 0.55 1.0 78 0.39 0.00 0.39 0.00 0.21 1.0 SA 0.91 0.00 0.91 0.00 0.50 1.0 88 0.52 0.00 0.52 0.00 0.29 1.0 19 8.00 8.00 0.00 0.00 3.20 500.0 20 0.94 0.00 0.94 0.00 0.52 70.0 21 1.59 0.00 1.59 0.00 0.87 152.0 22 0.87 0.00 0.87 0.00 0.48 144.0 23 0.88 0.00 0.88 0.00 0.48 74.0 24 0.59 0.00 0.59 0.00 0.32 77.0 25A 0.21 0.00 0.21 0.00 0.12 1.0 258 0.25 0.00 0.25 0.00 0.14 1.0 26A 0.21 0.00 0.21 0.00 0.12 1.0 268 0.79 0.00 0.79 0.00 0.43 1.0 27 0.29 0.00 0.29 0.00 0.16 1.0 28 0.17 0.00 0.17 0.00 0.09 1.0 29 0.87 0.00 0.87 0.00 0.48 1.0 30 0.81 0.00 0.81 0.00 0.45 1.0 33 2.30 0.00 2.30 0.00 1.27 1.0 35 0.81 0.00 0.81 0.00 0.45 1.0 EXHIBIT C-1 Rational Formula Drainage Area Calculations Carter's Crossing, Phases 1 & 2 := 0 := := ..J u.. 0 0 c ..J ..J z u.. u.. ~ :3 0::: ::c 0::: i3 CJ w t-w t-CJ 0::: ..J t-CJ I: ::l 0 t-..; W..J t-z ..J w > c( =>w ::::> c( ~ iii (/) N .,, Ou.. CJ ..J CJ u.. (.) ::::> £:! 0 !!'.! 0 ft. ft. ft. ft/s min min In/Hr cfs In/Hr cfs 2.0 150.0 1.0 0.8 8.1 10.0 6.33 4.5 7.7 5.4 2.0 98.0 1.0 0.9 6.1 10.0 6.33 4.3 7.7 5.2 1.0 387.0 4.0 1.5 5.5 10.0 6.33 4.2 7.7 5.2 1.4 861.6 3.8 1.2 14.2 14.2 5.35 17.2 6.6 21.1 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.0 7.7 0.0 1.0 1.0 1.0 10.4 0.0 10.0 6.33 7.9 7.7 9.6 1.0 1.0 1.0 10.4 0.0 10.0 6.33 3.5 7.7 4.2 1.0 1.0 1.0 10.4 0.0 10.0 6.33 1.4 7.7 1.7 1.0 1.0 1.0 10.4 0.0 10.0 6.33 3.2 7.7 3.9 1.0 1.0 1.0 10.4 0.0 10.0 6.33 1.8 7.7 2.2 2.0 884.0 5.0 0.8 28.5 28.5 3.58 11 .4 4.5 14.3 0.7 461.0 2.8 1.3 6.6 10.0 6.33 3.3 7.7 4.0 1.5 250.0 2.0 1.1 5.9 10.0 6.33 5.5 7.7 6.7 1.4 233.0 2.8 1.2 5.2 10.0 6.33 3.0 7.7 3.7 0.7 417.0 5.0 1.7 5.0 10.0 6.33 3.1 7.7 3.7 2.0 280.0 2.5 1.6 3.6 10.0 6.33 2.1 7.7 2.5 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.7 7.7 0.9 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.9 7.7 1.1 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.7 7.7 0.9 1.0 1.0 1.0 10.4 0.0 10.0 6.33 2.7 7.7 3.3 1.0 1.0 1.0 10.4 0.0 10.0 6.33 1.0 7.7 1.2 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.6 7.7 0.7 1.0 1.0 1.0 10.4 0.0 10.0 6.33 3.0 7.7 3.7 1.0 1.0 1.0 10.4 0.0 10.0 6.33 2.8 7.7 3.4 1.0 1.0 1.0 10.4 0.0 10.0 6.33 8.0 7.7 9.7 1.0 1.0 1.0 10.4 0.0 10.0 6.33 2.8 7.7 3.4 0 .,, 0 ...... .,, a ~ 0 £:! In/Hr cfs In/Hr cfs 8.6 6.1 9.9 6.9 8.6 5.8 9.9 6.7 8.6 5.8 9.9 6.6 7.4 23.8 8.5 27.2 8.6 0.0 9.9 0.0 8.6 10.7 9.9 12.3 8.6 4.7 9.9 5.4 8.6 1.9 9.9 2.1 8.6 4.3 9.9 4.9 8.6 2.5 9.9 2.8 5.1 16.3 5.8 18.7 8.6 4.5 9.9 5.1 8.6 7.6 9.9 8.6 8.6 4.1 9.9 4.7 8.6 4.2 9.9 4.8 8.6 2.8 9.9 3.2 8.6 1.0 9.9 1.1 8.6 1.2 9.9 1.4 8.6 1.0 9.9 1.1 8.6 3.8 9.9 4.3 8.6 1.4 9.9 1.6 8.6 0.8 9.9 0.9 8.6 4.1 9.9 4.7 8.6 3.8 9.9 4.4 8.6 10.9 9.9 12.5 8.6 3.8 9.9 4.4 0 0 .,, .,, 0 In/Hr cfs 11.1 7.8 11.1 7.5 11.1 7.5 9.6 30.8 11.1 0.0 11.1 13.9 11.1 6.1 11.1 2.4 11.1 5.6 11.1 3.2 6.6 21 .3 11.1 5.8 11.1 9.7 11.1 5.3 11.1 5.4 11.1 3.6 11.1 1.3 11.1 1.5 11.1 1.3 11.1 4.8 11 .1 1.8 11.1 1.0 11.1 5.3 11 .1 5.0 11.1 14.1 11 .1 5.0 0 0 0 0 0 ...... In/Hr cfs 12.5 8.8 12.5 8.5 12.5 8.4 10.8 34.7 12.5 0.0 12.5 15.6 12.5 6.9 12.5 2.7 12.5 6.3 12.5 3.6 7.5 24.1 12.5 6.5 12.5 11.0 12.5 6.0 12.5 6.1 12.5 4.1 12.5 1.4 12.5 1.7 12.5 1.4 12.5 5.4 12.5 2.0 12.5 1.2 12.5 6.0 12.5 5.6 12.5 15.8 12.5 5.6 6/16/2006 10000072-dra.xls Exhibit C-1 0 ..... ~ <l.l <l.l ~ ... -t5 . ... <l.l <l.l = -= ... ... ~ ..... < ~ 0 ..... "'O <o ~ <l.l <l.l ~ .... ~ ~~ 0 l>f) l>f) c 0 ~ ~ ~ = = ... ..... ... ~ -; <l.l .... .... <l.l <l.l ~ ~ u ..... ~~ ...... ... 0 ... ..... o~ ~ 0 ~ 00 cfs 1 6.0 6.1 0.0 6.1 27 3 7A 5.8 0.0 5.8 27 4 8B 5.8 0.0 5.8 27 5 6.0 23.8 0.0 23.8 27 6 7B 10.7 17.6 28 .3 27 78 NA 1.9 5.0 6.8 27 88 NA 2.5 0.0 2.5 27 19 NA 16.3 0.0 16.3 27 20 23.0 4.5 0.0 4.5 27 21 22.0 7.6 0.0 7.6 27 22 24.0 4.1 0.0 4.1 27 23 na 4.2 0.0 4.2 27 24 26B 2.8 0.0 2.8 27 258 NA 1.2 0.0 1.2 38 268 NA 5.4 0.0 5.4 38 27 30 .0 1.4 0.0 1.4 38 28 29.0 0.8 0.0 0.8 38 29 25B 4.1 0.0 4.1 38 30 26B 3.8 0.0 3.8 38 33 NA 10.9 0.0 10.9 27 35 26B 3.8 0.0 3.8 27 EXHIBIT C-2 INLET COMPUTATIONS Carter's Crossing, Phases 1 & 2 ..... ..... <l.l <l.l <l.l -... = ..... ~ 00 ..... -"'O ~ ~ 0 <l.l C> 0 ... -z ·:; <l.l ..... -; O" Q., <l.l ..... <l.l 0 -0 = DESCRIPTION ~ 00 ~ ~ 0.6% 1 6.1 Recessed Low Point Inlet 0.6% 3 5.8 Recessed Low Point Inlet 0.5% 4 5.8 Recessed Low Point Inlet 9.2% 5 23.8 Recessed Inlet on Grade 13.1% 6 28.3 Recessed Low Point Inlet 0.8% 7B 11.6 Recessed Low Point Inlet 0.1% 8B 6.8 Recessed Low Point Inlet 4.3% 19 16.3 Recessed Low Point Inlet 0.3% 20 4.5 Recessed Low Point Inlet 0.9% 21 7.6 Recessed Low Point Inlet 0.3% 22 4.1 Recessed Low Point Inlet 0.3% 23 4.2 Recessed Low Point Inlet 0.1% 24 2.8 Recessed Low Point Inlet 0.1% 25B 2.2 Recessed Low Point Inlet 1.1% 26B 6.4 Recessed Low Point Inlet 0.1% 27 1.4 Recessed Low Point Inlet 0.0% 28 0.8 Recessed Low Point Inlet 0.6% 29 4.1 Recessed Low Point Inlet 0.5% 30 3.8 Recessed Low Point Inlet 2.0% 33 10.9 Recessed Low Point Inlet 0.2% 35 3.8 Recessed Low Point Inlet ~ ~ "'O <l.l ... "'O <l.l -d ·;:: ~ O" 0 ~ <l.l ... p:; ~ ~ ~ u Curb Inlet cfs ft ft 2.33 2.60 5 2.33 2.50 5 2.33 2.48 5 0.62 38.49 10 2.33 12.14 10 2.33 4.97 5 2.33 2.91 5 2.33 6.97 10 2.33 1.91 5 2.33 3.23 5 2.33 1.77 5 2.33 1.79 5 2.33 1.20 5 2.33 0.94 5 2.33 2.76 5 2.33 0.59 5 2.33 0.35 5 2.33 1.77 5 2.33 1.65 5 2.33 4.68 5 2.33 1.65 5 ... -= <l.l ..... ... Q., 0 <l.l ~ c "'O ... <l.l ~ "'O u = 0 0 ~ ft 0 0 0 18 5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 "'O "'O ~ <l.l <l.l 00 ... "'O .... = .... ... ... O" 0 <l.l <l.l ... ~ p:; ~ ~ ~ ~ <l.l <l.l ... ... u < < Grate Inlet cfs sq-ft sq-ft 6/16/2006 10000072-dra.xls Exhibit C-2 1 l?~. "' \,\ 41 -J.. ' I 0 < ~ z ~ u ~ ~ ~ z < ~ Jo-; ~ ~ 0 0 ~ ~ ~ # # Ac. 1 ,/ 5.1 0.7 r :YJ V4 5 5.1 6 .... ?a.> S8 19 20 21 22 23 24 258 268 "'!:'{" ~ civ 30 ~ {35,.I 78 6 5.1 6 78 S8 Out 2S 21 22 24 24 268 Out 258 ~ ~ [OuV Out ~ ("OuV If! 1 <(6 ~ 0.7 0.7 3.2 3.9 5.S 7.3 S.1 3.2 0.5 1.4 1.9 0.5 2.7 3.5 3.2 0.2 3.5 0.5 0.4 1.3 0.4 e ... 0 .... 00 Qi ·-"' C.J Cl) ~ Q min yr 10.0 10 10.0 10 10.0 10 14.2 10 14.5 10 15.0 10 15.5 10 15.9 10 2S.5 10 10.0 10 10.2 10 11.0 10 10.0 10 11.4 10 12.2 10 11.6 100 10.0 10 2S.6 10 10.0 10 10.0 10 10.0 10 10.0 10 •includes 33% Flow Increase for pipe sizes <27" dia. EXHIBIT C-3 PIPE SIZE CALCULATIONS Carter's Crossing, Phases 1 & 2 .@i -~ "' Cl) Q Cl) "' Q. Cl) "' "C Q Cl) ~ Cl) Q. .... "C ... "' Cl) ~ Cl) = .... j:l.; :0 ~ "'"' ..... .:; ~ 0 ~ ~ 0 0 =-"C 0 0 < fi: fi: ;;:;i ~ z cfs cfs # cfs 6.1 7.9 1 7.9 5.S 7.6 1 7.6 5.S 7.5 1 7.5 23.S 30.9 1 30.9 2S.7 2S.7 1 2S.7 42.0 42.0 1 42.0 51.5 51.5 1 51.5 56.3 56.3 1 56.3 16.3 21.1 1 21.1 4.5 5.S 1 5.S 11.9 15.5 1 15.5 15.5 20.2 1 20.2 4.2 5.4 1 5.4 21.S 21.S 1 21.S 27.6 35.S 1 35.S 3S.1 3S.1 1 3S.1 1.4 1.S 1 1.S 17.5 22.S 1 22.S 4.1 5.4 1 5.4 3.S 3.S 1 3.S 10.9 14.2 1 14.2 3.S 5.0 1 5.0 7 • % "' "' Cl) Q. 0 00 = = ~ -~ ~ .... ~ ~ z C.J N ·c ~ ~ Jo-; ~ 00 ;;> ~ " fps I 0.4S 1S 4.5 32 0.44 1S 4.3 30 0.44 1S 4.3 45 1.5S 24 9.S 1S2 0.41 30 5.S 1S3 0.34 36 5.9 1S3 0.50 36 ~ ~5 0.60 ;.3"6 S.O Ao 0.74 ""' ,,..,,. 41 ~ ~.• 0.26 1S 3.3 32 0.40 24 4.9 246 0.67 24 6.4 175 0.23 1S 3.1 30 0.24 30 . ~~ .. 9.S6 113 20.3 .A'S 0.2S 3o -5.4 200 0.02 1S ~..t,Q ::-SJ O.S6 ~4 7.2 --62 0.22 18 3.0 53 0.00 o~ 0.5 54 0.33 I 24 4.5 50 0.1!} JS 2.S 50 ) ~ S•~. •• See Plan & Profile for pipe slope used (Pipe slope >or= Friction slope) Cl) e ~ Q) ~ ... ~ min 0.12 0.12 0.1S 0.31 0.52 0.51 0.42 0.06 0.10 0.16 O.S3 0.46 0.16 0.15 0.03 0.62 O.S4 0.12 0.29 1.65 0.1S 0.29 "C ~ = = ~ ~ ~ (§) Q Jo-; C.J ~ f;3 ~ min I ' 10.12 10.12 10.1S 14.49 15.01 15.52 15.95 16.01 2S.64 10.16 10.99 11.45 10.16 11.60 12.25 ~. 12.21 10.S4 2S.76 10.29 11.65 10.1S 10.29 6/16/2006 10000072-dra.xls Exhibit C-3 EXHIBIT D-1 SCS Method Runoff Summary Hydrograph Return Period Recap Page1 Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph No. type Hyd(s) description (origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1 SCS Runoff --51.33 -8280 105.49 132.10 151.14 173.95 Pre-Developed DA #1 2 SCS Runoff --40.16 -66.58 85.81 108.49 124.75 144.29 Pr&-Daveloped D .A. #2 3 SCS Runoff - - 34.62 -54.23 68.22 84.55 96.19 110.12 Pre-Developed D .A. #3 4 SCSRunoff --18.41 -29.56 37.59 47.00 53.72 61.n Pre-Developed DA #4 5 Combine 1, 2, -89.97 -145.93 186.38 234.44 268.85 310.14 Pr&-Developed Appomattox Drive 6 Combine 3,5 -124.44 -199.75 254.60 318.99 365.05 420.28 7 Combine 4,6 -14283 -229.32 292.19 365.99 418.76 482.04 Pre-Developed Tie to Carters Creek Fl 8 SCS Runoff --51.33 -8280 105.49 132.10 151.14 173.95 Poet-Developed D .A. #1 9 SCS Runoff --45.48 -70.66 88.57 109.45 124.33 14212 Post-Developed D .A. #2 10 SCS Runoff --42.20 -63.81 79.05 96.76 109.35 124.40 Post-Developed DA #3 11 SCS Runoff --18.41 -29.56 37.59 47.00 53.72 s1.n Post-Developed DA #4 12 Combine 8,9, -96.58 --152n 193.00 240.07 273.66 313.90 Poet-Developed Appomallox Drive 13 Combine · 10,12 -136.22 -21286 267.69 331.74 3n.43 43214 14 Combine 11 , 13 -154.61 -242.43 305.27 378.74 431.15 493.92 Post-Developed Tie to Carters Creek F Proj. file: 10000072-RAS.gpw I Run date: 06-16-2006 Hydraftow Hydrographs by lntelisolve General [il U'.l h ~ 5 ...:l ~ > µ.i µ.i < µ.i < ~< Og ~ ~~ ~~ ~ U'.l 3~ # ACRES ACRES ACRES DA 1 pre 38.67 13.50 0.00 DA 2 pre 29.88 1.30 0.00 DA 3 pre 10.10 0.00 0.00 DA 4 pre 9.10 0.00 0.00 DA 1 post 38.67 13 .50 0.00 DA 2 post 11.30 1.30 0.00 DA 3 post 1.87 0.00 0.00 DA 4 post 9.10 0.00 0.00 Exhibit D-2 Drainage Area Parameters ~ ~~ ~ ~ ~~~ U'.l u µ.i µ.i ~I ~ U'.l 8 08 U'.l < < ::;i - z ~ § U'.l ~ ~ ~ µ;. µ.i s= ~ ::;i 0 ~ Q p: ~u ACRES ACRES ACRES ACRES ACRES MlLES 0.00 0.00 0.00 0.00 52.17 0.0815 6.05 0.00 0.00 0.00 37.23 0.0582 19.00 0.00 0.00 0.00 29.10 0.0455 7.67 0.00 0.00 0.00 16.77 0.0262 0.00 0.00 0.00 0.00 52.17 0.0815 24.64 0.00 0.00 0.00 37.24 0.0582 27.23 0.00 0.00 0.00 29.10 0.0455 7.67 0.00 0.00 0.00 16.77 0.0262 ~ µ.i 0... ~ 0 ~ ....:l U'.l LENGTH DROP FT/FT 2492 17 0.007 1576 15 0.010 2450 19 0.008 2241 19 0.008 2492 17 0.007 1576 15 0.010 2450 19 0.008 2241 19 0.008 Existing Cond. PLAN 1 ~ u # 80.2 77.6 82.8 80.5 80.2 83.6 86.2 80.5 " < ...:l HOURS 0.79 0.50 0.67 0.65 0.79 0.42 0.60 0.65 Exhibit D-2 Drainage Area Parameters 1000-0072 lag-new .xis EXHIBIT E-1 ( HEC-RAS DATA (CarterA ng Subdivision) HEC-RAS Plan: Plan 01 River. Carter's Creek T Reach: CCT Reach River Sta Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude #Chi (cfs) (ft) (ft) (ft) (ft) (ft/ft) CCT 2550 174 255 257.85 257.85 258.63 0.028324 CCT 2550 174 255 257.85 257.85 258.63 0.028324 CCT 2312 174 252 256.02 256.17 0.003116 CCT 2312 174 252 256.05 256.19 0.003011 CCT 1930 310 250 255.66 255.71 0.000746 CCT 1930 314 250 255.69 255.74 0.000736 CCT 1900 310 249 255 252.42 255.1 0.001196 CCT 1900 314 249 255.05 252.44 255.14 0.001163 CCT 1850 Culvert CCT 1800 310 249 253.79 254.06 0.004663 CCT 1800 314 249 253.81 254.09 0.004671 CCT 1275 420 248 251.46 251.59 0.003936 CCT 1275 432 248 251.49 251.62 0.003913 CCT 941 420 246.51 250.4 250.5 0.003128 CCT 941 432 246.51 250.43 250.53 0.003137 CCT 600 420 243.26 247.74 247.74 248.15 0.016319 CCT 600 432 243.26 247.76 247.76 248.18 0.016487 CCT 300 482 242.95 246.15 244.88 246.2 0.001637 CCT 300 494 242.95 246.18 244.89 246.22 0.001646 CCT 0 482 243 244.73 244.73 244.95 0.024082 CCT 0 494 243 244.73 244.73 244.96 0.025167 HEC-RAS Results showing pre and post developed conditions for 100 year storm event (ft/s) (sq ft) 7.19 26.07 7.19 26.07 3.54 81.29 3.49 82.73 2.3 290.88 2.29 297.38 2.73 180.95 2.71 185.42 4.4 88.3 4.42 89.38 3.43 208.91 3.45 214.5 3.61 243.12 3.64 248.52 6.95 127.93 7.02 130.59 1.65 291.5 1.67 296.02 4.95 197.46 5.06 197.92 (ft) 18.95 0.94 18.95 0.94 59.67 0.33 60.42 0.32 208.67 0.18 212.71 0.18 100 0.22 100 0.22 53.55 0.42 54.16 0.42 184.43 0.38 186.1 0.38 172.96 0.35 174.73 0.35 139.16 0.67 139.87 0.67 180.23 0.23 181 .26 0.23 446.75 0.83 447.33 0.84 EXHIBIT E-1 6/16/2006 HECRAS-Output EXHIBIT E-2 Plan: Plan 01 River: Carter's Creek T Reach:CCT Riv Sta: 2550 Profile: PF 1 E.G. Elev (ft) 258.63 Element Left OB Channel Right OB Vel Head (ft) 0.78 Wt. n-Val. 0.075 0.05 0.075 W.S. Elev (ft) 257.85 Reach Len. (ft) 238 238 238 Crit W.S. (ft) 257.85 Flow Area (sq ft) 1.44 23.54 1.08 E.G. Slope (ft/ft) 0.028324 Area (sq ft) 1.44 23.54 1.08 Q Total (cfs) 174 Flow (cfs) 2.66 169.37 1.97 Top Width (ft) 18.95 Top Width (ft) 3.4 13 2.55 Vel Total (ft/s) 6.68 Avg. Vel. (ft/s) 1.85 7.19 1.82 Max Chi Dpth (ft) 2.85 Hydr. Depth (ft) 0.42 1.81 0.42 Conv. Total (cfs) 1033.9 Conv. (cfs) 15.8 1006.4 11 .7 Length Wtd. (ft) 238 Wetted Per. (ft) 3.5 13.64 2.69 Min Ch El (ft) 255 Shear (lb/sq ft) 0.73 3.05 0.71 Alpha 1.13 Stream Power (lb/ft s) 1.34 21 .95 1.3 Frctn Loss (ft) 1.67 Cum Volume (acre-ft) 5.01 6.1 2.97 C & E Loss (ft) 0.19 Cum SA (acres) 4.65 2.5 4.19 Plan: Plan 01 River: Carter's Creek T Reach:CCT Riv Sta: 2550 Profile: PF 2 E.G. Elev (ft) 258.63 Element Left OB Channel Right OB Vel Head (ft) I 0.78 Wt. n-Val. 0.075 0.05 0.075 W.S. Elev (ft) 257.85 Reach Len. (ft) 238 238 238 Crit W .S. (ft) 257.85 Flow Area (sq ft) 1.44 23.54 1.08 E.G. Slope (ft/ft) 0.028324 Area (sq ft) 1.44 23.54 1.08 Q Total (cfs) 174 Flow (cfs) 2.66 169.37 1.97 Top Width (ft) 18.95 Top Width (ft) 3.4 13 2.55 Vel Total (ft/s) 6.68 Avg. Vel. (ft/s) 1.85 7.19 1.82 Max Chi Dpth (ft) 2.85 Hydr. Depth (ft) 0.42 1.81 0.42 Conv. Total (cfs) 1033.9 Conv. (cfs) 15.8 1006.4 11 .7 Length Wtd. (ft) 238 Wetted Per. (ft) 3.5 13.64 2.69 Min Ch El (ft) 255 Shear (lb/sq ft) 0.73 3.05 0.71 Alpha 1.13 Stream Power (lb/ft s) 1.34 21 .95 1.3 Frctn Loss (ft) 1.63 Cum Volume (acre-ft) 5.15 6.17 3.06 C & E Loss (ft) 0.19 Cum SA (acres) 4.68 2.51 4.25 Plan: Plan 01 River: Carter's Creek T Reach:CCT Riv Sta: 1930 Profile: PF 1 E.G. Elev (ft) 255.71 Element Vel Head (ft) 0.05 Wt. n-Val. W.S. Elev (ft) 255.66 Reach Len. (ft) Crit W.S. (ft) Flow Area (sq ft) E.G. Slope (ft/ft) 0.000746 Area (sq ft) Q Total (cfs) 310 Flow (cfs) Top Width (ft) 208.67 Top Width (ft) Vel Total (ft/s) 1.07 Avg. Vel. (ft/s) Max Chi Dpth (ft) 5.66 Hydr. Depth (ft) Conv. Total (cfs) 11349.4 Conv. (cfs) Length Wtd. (ft) 655 Wetted Per. (ft) Min Ch El (ft) 250 Shear (lb/sq ft) Alpha 2.79 Stream Power (lb/ft s) Frctn Loss (ft) 0.61 Cum Volume (acre-ft) C & E Loss (ft) 0 Cum SA (acres) Left OB 0.075 655 151 .17 151 .17 109.26 97.85 0.72 1.54 4000.1 97.94 0.07 0.05 4.25 4.13 Channel Right OB 0.05 0.075 655 655 75.92 63.79 75.92 63.79 174.5 26.24 15 95.82 2.3 0.41 5.06 0.67 6388.6 960.7 15.94 96.24 0.22 0.03 0.51 0.01 5.45 2.46 2.33 3.5 EXHIBIT E-2 6/16/2006 HECRAS-Cross Section-Output EXHIBIT E-2 Plan: Plan 01 River: Carter's Creek T Reach:CCT Riv Sta: 1930 Profile: PF 2 E.G. Elev (ft) 255.74 Element Left OB Channel Right OB I Vel Head (ft) 0.05 Wt. n-Val. 0.075 0.05 0.075 W .S. Elev (ft) 255.69 Reach Len. (ft) 655 655 655 Crit W.S. (ft) Flow Area (sq ft) 154.2 76.39 66.79 E.G. Slope (ft/ft) I 0.000736 Area (sq ft) 154.2 76.39 66.79 Q Total (cfs) 314 Flow (cfs) 111.43 175.03 27.54 Top Width (ft) 212.71 Top Width (ft) 98.77 15 98 .94 Vel Total (ftls) 1.06 Avg. Vel. (ftls) 0.72 2.29 0.41 Max Chi Dpth (ft) 5.69 Hydr. Depth (ft) 1.56 5.09 0.68 Conv. Total (cfs) 11578 Conv. (cfs) 4108.9 6453.6 1015.5 Length Wtd. (ft) 655 Wetted Per. (ft) 98.86 15.94 99.36 Min Ch El (ft) 250 Shear (lb/sq ft) 0.07 0.22 0.03 Alpha 2.8 Stream Power (lb/ft s) 0.05 0.5 0.01 Frctn Loss (ft) 0.6 Cum Volume (acre-ft) 4.37 5.51 2.53 C & E Loss (ft) 0 Cum SA (acres) 4.15 2.34 3.54 Plan: Plan 01 River: Carter's Creek T Reach:CCT Riv Sta: 1275 Profile: PF 1 E.G. Elev (ft) 251.59 Element Left OB Channel Right OB Vel Head (ft) 0.13 Wt. n-Val. 0.075 0.05 0.075 W.S. Elev (ft) 251.46 Reach Len. (ft) 309 309 309 Crit W .S. (ft) Flow Area (sq ft) 94 80.8 34.11 E.G. Slope (ftlft) 0.003936 Area (sq ft) 94 80 .8 34.11 Q Total (cfs) 420 Flow (cfs) 109.95 276.98 33.07 Top Width (ft) 184.43 Top Width (ft) 102.94 32 49.5 Vel Total (ftls) 2.01 Avg. Vel. (ftls) 1.17 3.43 0.97 Max Chi Dpth (ft) 3.46 Hydr. Depth (ft) 0.91 2.52 0.69 Conv. Total (cfs) 6694.8 Conv. (cfs) 1752.6 4415.1 527.2 Length Wtd. (ft) 309 Wetted Per. (ft) 102.96 32.41 49.52 Min Ch El (ft) 248 Shear (lb/sq ft) 0.22 0.61 0.17 Alpha 2.02 Stream Power (lb/ft s) 0.26 2.1 0.16 Frctn Loss (ft) 1.08 Cum Volume (acre-ft) 1.68 3.08 1.59 C & E Loss (ft) 0.01 Cum SA (acres) 1.91 1.69 2.28 Plan: Plan 01 River: Carter's Creek T Reach:CCT Riv Sta: 1275 Profile: PF 2 E.G. Elev (ft) 251 .62 Element Vel Head (ft) 0.13 Wt. n-Val. W .S. Elev (ft) 251.49 Reach Len. (ft) Crit W.S. (ft) Flow Area (sq ft) E.G. Slope (ftlft) 0.003913 Area (sq ft) Q Total (cfs) 432 Flow (cfs) Top Width (ft) 186.1 Top Width (ft) Vel Total (ftls) 2.01 Avg. Vel. (ftls) Max Chi Dpth (ft) 3.49 Hydr. Depth (ft) Conv. Total (cfs) 6906.3 Conv. (cfs) Length Wtd. (ft) 309 Wetted Per. (ft) Min Ch El (ft) 248 Shear (lb/sq ft) Alpha 2.02 Stream Power (lb/ft s) Frctn Loss (ft) 1.08 Cum Volume (acre-ft) C & E Loss (ft) 0.01 Cum SA (acres) Left OB 0.075 309 97.11 97.11 115.42 103.39 1.19 0.94 1845.1 103.41 0.23 0.27 1.72 1.92 Channel Right OB 0.05 0.075 309 309 81.76 35.63 81 .76 35.63 281 .7 34.88 32 50.71 3.45 0.98 2.56 0.7 4503.5 557.7 32.41 50 .73 0.62 0.17 2.12 0.17 3.12 1.62 1.7 2.3 EXHIBIT E-2 6/16/2006 HECRAS-Cross Section-Output EXHIBIT E-2 Plan: Plan 01 River: Carter's Creek T Reach:CCT Riv Sta: 300 Profile: PF 1 E.G. Elev (ft) 246.2 Element Left OB Channel Right OB Vel Head (ft) 0.04 Wt. n-Val. 0.05 W.S. Elev (ft) 246.15 Reach Len. (ft) 300 300 300 Crit W.S. (ft) 244.88 Flow Area (sq ft) 291 .5 E.G. Slope (ft/ft) 0.001637 Area (sq ft) 291 .5 Q Total (cfs} 482 Flow (cfs) 482 Top Width (ft) 180.23 Top Width (ft) 180.23 Vel Total (ft/s) 1.65 Avg. Vel. (ft/s) 1.65 Max Chi Dpth (ft) 3.2 Hydr. Depth (ft) 1.62 Conv. Total (cfs) 11913.5 Conv. (cfs) 11914 Length Wtd. (ft) 300 Wetted Per. (ft) 180.74 Min Ch El (ft) 242.95 Shear (lb/sq ft) 0.16 Alpha 1 Stream Power (lb/ft s) 0.27 Frctn Loss (ft) 1.23 Cum Volume (acre-ft) 0.07 1.18 0.43 C & E Loss (ft) 0.02 Cum SA (acres) 0.19 0.78 1.19 Plan: Plan 01 River: Carter's Creek T Reach·CCT Riv Sta· 300 Profile· PF 2 . . . E.G. Elev (ft) 246.22 Element Vel Head (ft) 0.04 Wt. n-Val. W.S. Elev (ft) 246.18 Reach Len. (ft) Crit W.S. (ft) 244.89 Flow Area (sq ft) E.G. Slope (ft/ft) 0.001646 Area (sq ft) Q Total (cfs) 494 Flow (cfs) Top Width (ft) 181.26 Top Width (ft) Vel Total (ft/s) 1.67 Avg. Vel. (ft/s) Max Chi Dpth (ft) 3.23 Hydr. Depth (ft) Conv. Total (cfs) 12176.5 Conv. (cfs) Length Wtd. (ft) 300 Wetted Per. (ft) Min Ch El (ft) 242.95 Shear (lb/sq ft) Alpha 1 Stream Power (lb/ft s) Frctn Loss (ft) 1.25 Cum Volume (acre-ft) C & E Loss (ft) 0.02 Cum SA (acres) Left OB 300 0.07 0.19 ' Channel Right OB 0.05 300 300 296.02 296.02 494 181.26 1.67 1.63 12177 181 .78 0.17 0.28 1.19 0.44 0.78 1.19 EXHIBIT E-2 6/16/2006 HECRAS-Cross Section-Output April 27, 2006 Mr. Lance Sims, Assistant Director Planning and Development Services CITY OF COLLEGE STATION P.O. Box 9960 College Station, TX 77842 RE: Carters Crossing Subdivision Dear Mr. Sims: Please be advised that I approve of the proposed drainage plan for the Carter's Crossing 47.737 acre subdivision. The property outfalls into an un-named tributary of Carter's Creek near the south comer of my 20. 69 acre tract. I understand that the un-detained peak run-off from the proposed development will result in approximately a 0.08 foot (one inch) increase in the water surface elevation of the Base Flood as it enters my property. V/jltruly yours, ~tA.~ Patricia Guseman EXHIBIT F-1 DRAINAGE REPORT FOR CARTER'S CROSSING, PHASES 1-4 NB 11 1 COLLEGE STATION, TEXAS JULY2007 MBESI# 1015-0006 SUBMITTED BY: McCLURE & BROWNE ENGINEERING/SURVEYING, INC. 1008 Woodcreek Drive, Suite 103 •College Station, Texas 77845 (979) 693-3838 •Fax: (979) 693-2554 •Email: McClureBrowne@Verizon.net CERTIFICATION Drainage Report for Carter's Crossing Subdivision Phases 1through4 MBESI # 1015-0006 I, Jeffery L. Robertson, Registered Professional Engineer No. 94745, State of Texas, certify that this report for the drainage design of Carter's Crossing Subdivision, Phases 1 through 4, was prepared by me in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof. Date SUMMARY This Drainage Report for Carter's Crossing Subdivision analyzes the proposed storm drain and culvert systems in Phases 1 through 4 of the subdivision. It has been determined that the runoff from this site can be released un-detained without causing harmful effects to the downstream property. GENERAL INFORMATION Area encompassed by Phases 1-4: Anticipated land use: Anticipated number of lots: Notes on surrounding development: FLOOD HAZARD INFORMATION FEMA FIRM Map #: 48041CO163C Effective Date: July 2, 1992 47.737 acres Single family residential 140 lots The property is bordered by Raintree Subdivision and Northrop Grumman Corp. to the north, St. Thomas Church to the west, Emerald Forest Subdivision to the South, and undeveloped land to the east. Comments: No portion of the site is shown to be within the 100-year floodplain, so it is not currently regulated under the National Flood Insurance Program. Applicable Exhibits: A Excerpt of FEMA FIRM DESCRIPTION OF DRAINAGE SYSTEMS Primary System : The site is open with dense vegetation around the creek channels. The site naturally drains to a tributary of Carters Creek, which runs from west to east within the site. Secondary System: Drainage Report Runoff from the residential lots will flow into the streets where it is captured by inlets and conveyed through underground pipes to the existing creek channel. Page 1 of4 Carter's Crossing Subdivision Phases 1 through 4 Applicable Exhibits: B-1 Drainage Area Map (HEC-HMS and HEC-RAS) B-2 Drainage Area Map (For Storm Drain Pipe and Inlet Sizing) C-1 Rational Formula Drainage Area Calculations C-2 Inlet Computations C-3 Pipe Size Calculations C-4 10 Year Hydraulic Grade Line Computations C-5 100 Year Hydraulic Grade Line Computations D-1 HEC-HMS (Pre Development) D-2 HEC-HMS (Post Development) D-3 Drainage Area Parameters E HEC-RAS Analysis F-1 Letter of Agreement with Downstream Property Owner G-1 Hydraulic Grade Line Drawings DETENTION & FLOODPLAIN ANALYSIS Design Storm: 100-yr Return Period Design Methodology Hydrology: Software Model: Curve Numbers : SCS Method HEC-HMS v3 .0.l, HEC-RAS v3 .l.2 Impervious Area = 98 Medium Density Residential= 87 Undeveloped Area= 75 SECONDARY STORM DRAIN DESIGN Design Storm : Design Methodology Hydrology: Software Model: Time of Concentration: Runoff Coefficients: Hydraulics: Software Model: Manning 's N: 10-yr Return Period Rational Formula Excel Spreadsheet 10 min. 0.40 -Undeveloped area 0.55 -Residential areas 0.90 -Paved areas Manning's Equation Excel Spreadsheet 0.012 (concrete pipe or HDPE pipe) DETENTION REQUIREMENTS General Note : Detention for Carter's Crossing Subdivision (all phases) is not needed due to its location in the Carters Crossing Drainage Basin. The pre-and post-development storm flows were calculated to determine the impact on downstream property. A small increase in the runoff and the water surface elevation has been shown. However, the increase is negligible and the down stream property owner has been notified and a written agreement is attached to this report. The table below shows the results of the analysis at the end of the project (Sta. 3+00). Drainage Report Carter's Crossing Subdivision Phases 1 through 4 Page 2 of 4 Storm Pre-Dev Event Conditions 5 229 cfs 10 292 cfs 25 366 cfs 50 419 cfs 100 I 482 cfs EROSION AND SEDIMENTATION CONTROLS Control Measures: Silt fence Hydromulch seeding Inlet protection Construction entrance/exit Post-Dev Conditions 242 cfs 305 cfs 379 cfs 431 cfs 494 cfs SWPPP: The contractor shall be responsible for establishing and maintaining the SWPPP in accordance with TCEQ requirements. Drainage Report Carter's Crossing Subdivision Phases 1 through 4 Page 3 of 4 .. ':(. NTS EXHIBIT A Flood Insurance Rate Map Excerpt Brazos County, Texas and Incorporated Areas Map Numbers: 48041 C0163C Effective Date: July 2, 1992 c( ~ w c n:: w ...I ...I c( i3 D.. c( 11. 0 I-c w n:: I= z c( z Cl ...I z c( w w 0 ~~ c( ...I Gi c( w :::E ...I z ~ c !!;! ~ ~ ~~ iii w Cl >z ~ ~ c( ~ c :::> c( D.. o~ NO. AC. 0.4 0.55 0.9 ft. 1.0 2.22 2.22 0.00 0.00 0.89 449.0 2.0 0.53 0.00 0.53 0.00 0.29 1.0 3.0 0.51 0.00 0.51 0.00 0.28 1.0 4.0 1.08 0.00 1.08 0.00 0.59 1.0 5.0 1.65 0.00 1.65 0.00 0.91 1.0 6.0 2.05 0.00 2.05 0.00 1.13 1.0 7.0 1.28 0.00 1.28 0.00 0.70 1.0 8.0 1.97 0.00 1.97 0.00 1.08 1.0 9.0 1.61 0.00 1.61 0.00 0.89 1.0 10.0 0.91 0.00 0.91 0.00 0.50 1.0 11 .0 0.99 0.00 0.99 0.00 0.54 1.0 12.0 0.58 0.00 0.58 0.00 0.32 1.0 13.0 0.53 0.00 0.53 0.00 0.29 1.0 14A 0.24 0.00 0.24 0.00 0.13 1.0 148 0.63 0.00 0.63 0.00 0.35 1.0 15A 0.53 0.00 0.53 0.00 0.29 1.0 158 0.54 0.00 0.54 0.00 0.30 1.0 16A 0.32 0.00 0.32 0.00 0.18 1.0 168 0.93 0.00 0.93 0.00 0.51 1.0 17A 0.17 0.00 0.17 0.00 0.09 1.0 178 0.25 0.00 0.25 0.00 0.14 1.0 101.0 1.28 0.00 1.28 0.00 0.70 250.0 105.0 5.85 0.00 5.85 0.00 3.22 138.0 105.1 0.00 0.00 0.00 0.00 0.00 1.0 104.0 1.22 0.00 1.22 0.00 0.67 97.0 106.0 2.26 0.00 2.26 0.00 1.24 1.0 106.1 0.00 0.00 0.00 0.00 0.00 1.0 106.2 0.00 0.00 0.00 0.00 0.00 1.0 103.0 1.23 0.00 1.23 0.00 0.68 215.0 107.0 1.39 0.00 1.39 0.00 0.76 1.0 108.0 1.43 0.00 1.43 0.00 0.79 1.0 119.0 8.00 8.00 0.00 0.00 3.20 500.0 127.0 0.29 0.00 0.29 0.00 0.16 1.0 128.0 0.17 0.00 0.17 0.00 0.09 1.0 129.0 0.87 0.00 0.87 0.00 0.48 1.0 130.0 0.81 0.00 0.81 0.00 0.45 1.0 133.0 2.30 0.00 2.30 0.00 1.27 1.0 135.0 0.81 0.00 0.81 0.00 0.45 1.0 EXHIBIT C-1 Rational Formula Drainage Area Calculations CARTER'S CROSSING PHASES 1 THROUGH 4 :: 0 :: 3: ...I 11. 0 0 c ...I ...I z 11. 11. ~ ~...I n:: ~ n:: ~...I 0 ~ ~ ~Cl 0 !!;! ...I ...I u w :::> z :::> ...I w ii II) s IO o~ Cl ~ Cl ~ > 0 :::> !::! !!! a ft. ft. ft. ft/s min min In/Hr cfs In/Hr cfs 2.0 1.0 1.0 0.5 15.9 15.9 5.04 4.5 6.2 5.5 1.0 1.0 2.0 11 .3 0.0 10.0 6.33 1.8 7.7 2.2 1.0 1.0 1.0 10.4 0.0 10.0 6.33 1.8 7.7 2.2 1.0 1.0 1.0 10.4 0.0 10.0 6.33 3.8 7.7 4.6 1.0 1.0 1.0 10.4 0.0 10.0 6.33 5.7 7.7 7.0 1.0 1.0 1.0 10.4 0.0 10.0 6.33 7.1 7.7 8.7 1.0 1.0 1.0 10.4 0.0 10.0 6.33 4.5 7.7 5.4 1.0 1.0 1.0 10.4 0.0 10.0 6.33 6.9 7.7 8.3 1.0 1.0 1.0 10.4 0.0 10.0 6.33 5.6 7.7 6.8 1.0 1.0 1.0 10.4 0.0 10.0 6.33 3.2 7.7 3.9 1.0 1.0 1.0 10.4 0.0 10.0 6.33 3.4 7.7 4.2 1.0 1.0 1.0 10.4 0.0 10.0 6.33 2.0 7.7 2.5 1.0 1.0 1.0 10.4 0.0 10.0 6.33 1.8 7.7 2.2 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.8 7.7 1.0 1.0 1.0 1.0 10.4 0.0 10.0 6.33 2.2 7.7 2.7 1.0 1.0 1.0 10.4 0.0 10.0 6.33 1.8 7.7 2.2 1.0 1.0 1.0 10.4 0.0 10.0 6.33 1.9 7.7 2.3 1.0 1.0 1.0 10.4 0.0 10.0 6.33 1.1 7.7 1.4 1.0 1.0 1.0 10.4 0.0 10.0 6.33 3.2 7.7 3.9 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.6 7.7 0.7 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.9 7.7 1.1 2.0 150.0 1.0 0.8 8.1 10.0 6.33 4.5 7.7 5.4 1.4 861 .6 3.8 1.2 14.2 14.2 5.35 17.2 6.6 21 .1 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.0 7.7 0.0 1.0 387.0 4.0 1.5 5.5 10.0 6.33 4.2 7.7 5.2 1.0 1.0 1.0 10.4 0.0 10.0 6.33 7.9 7.7 9.6 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.0 7.7 0.0 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.0 7.7 0.0 2.0 98.0 1.0 0.9 6.1 10.0 6.33 4.3 7.7 5.2 1.0 1.0 1.0 10.4 0.0 10.0 6.33 4.8 7.7 5.9 1.0 1.0 1.0 10.4 0.0 10.0 6.33 5.0 7.7 6.1 2.0 884.0 5.0 0.8 28.5 28.5 3.58 11.4 4.5 14.3 1.0 1.0 1.0 10.4 0.0 10.0 6.33 1.0 7.7 1.2 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.6 7.7 0.7 1.0 1.0 1.0 10.4 0.0 10.0 6.33 3.0 7.7 3.7 1.0 1.0 1.0 10.4 0.0 10.0 6.33 2.8 7.7 3.4 1.0 1.0 1.0 10.4 0.0 10.0 6.33 8.0 7.7 9.7 1.0 1.0 1.0 10.4 0.0 10.0 6.33 2.8 7.7 3.4 0 IO 0 .... IO N !: a !::! a In/Hr cfs In/Hr cfs 7.0 6.2 8.0 7.1 8.6 2.5 9.9 2.9 8.6 2.4 9.9 2.8 8.6 5.1 9.9 5.9 8.6 7.8 9.9 8.9 8.6 9.7 9.9 11 .1 8.6 6.1 9.9 6.9 8.6 9.4 9.9 10.7 8.6 7.6 9.9 8.7 8.6 4.3 9.9 4.9 8.6 4.7 9.9 5.4 8.6 2.8 9.9 3.1 8.6 2.5 9.9 2.9 8.6 1.1 9.9 1.3 8.6 3.0 9.9 3.4 8.6 2.5 9.9 2.9 8.6 2.6 9.9 2.9 8.6 1.5 9.9 1.7 8.6 4.4 9.9 5.0 8.6 0.8 9.9 0.9 8.6 1.2 9.9 1.4 8.6 6.1 9.9 6.9 7.4 23.8 8.5 27.2 8.6 0.0 9.9 0.0 8.6 5.8 9.9 6.6 8.6 10.7 9.9 12.3 8.6 0.0 9.9 0.0 8.6 0.0 9.9 0.0 8.6 5.8 9.9 6.7 8.6 6.6 9.9 7.5 8.6 6.8 9.9 7.8 5.1 16.3 5.8 18.7 8.6 1.4 9.9 1.6 8.6 0.8 9.9 0.9 8.6 4.1 9.9 4.7 8.6 3.8 9.9 4.4 8.6 10.9 9.9 12.5 8.6 3.8 9.9 4.4 0 0 ~ 0 ~ 0 .... a !: a In/Hr cfs In/Hr cfs 9.1 8.1 10.2 9.1 11.1 3.2 12.5 3.7 11.1 3.1 12.5 3.5 11.1 6.6 12.5 7.4 11.1 10.1 12.5 11 .4 11.1 12.6 12.5 14.1 11.1 7.8 12.5 8.8 11.1 12.1 12.5 13.6 11.1 9.9 12.5 11 .1 11.1 5.6 12.5 6.3 11.1 6.1 12.5 6.8 11.1 3.6 12.5 4.0 11.1 3.2 12.5 3.7 11.1 1.5 12.5 1.7 11.1 3.9 12.5 4.3 11.1 3.2 12.5 3.7 11.1 3.3 12.5 3.7 11.1 2.0 12.5 2.2 11.1 5.7 12.5 6.4 11.1 1.0 12.5 1.2 11.1 1.5 12.5 1.7 11.1 7.8 12.5 8.8 9.6 30.8 10.8 34.7 11.1 0.0 12.5 0.0 11.1 7.5 12.5 8.4 11.1 13.9 12.5 15.6 11.1 0.0 12.5 0.0 11.1 0.0 12.5 0.0 11.1 7.5 12.5 8.5 11.1 8.5 12.5 9.6 11.1 8.8 12.5 9.9 6.6 21.3 7.5 24.1 11.1 1.8 12.5 2.0 11.1 1.0 12.5 1.2 11.1 5.3 12.5 6.0 11.1 5.0 12.5 5.6 11.1 14.1 12.5 15.8 11.1 5.0 12.5 5.6 7/18/2007 All Phases-<lra-Exhiblt C1 -CS.xis Exhibit C-1 EXHIBIT C-2 INLET COMPUTATIONS CARTER'S CROSSING PHASES 1 THROUGH 4 cfs 1 na 9.1 2 na 2.5 3 na 2.4 4 na 5.1 ... = 0 0.0 9.1 27 1.4% 0.0 2.5 27 0.1% 0.0 2.4 27 0.1% 0.0 5.1 27 0.4% 5 na 7.8 0.0 7.8 27 1.0% 6 na 9.7 0.0 9.7 27 1.5% 7 na 6.1 0.0 6.1 27 0.6% 8 na 9.4 0.0 9.4 27 1.4% 9 na 7.6 0.0 7.6 27 1.0% 10 na 4.3 0.0 4.3 27 0.3% 11 na 4.7 0.0 4.7 27 0.4% 12 na 2.8 0.0 2.8 27 0.1% 13 na 2.5 0.0 2.5 27 0.1% 148 NA 3.0 0.0 3.0 27 0.1% 158 na 2.6 0.0 2.6 27 0.1% 168 na 4.4 0.0 4.4 27 0.3% 178 na 1.2 0.0 1.2 27 0.0% 101 106.0 6.1 0.0 6.1 27 0.6% 105 106 23 .8 0.0 23.8 27 9.2% 105.1 na 0.0 0.0 0.0 27 0.0% 104 108 5.8 0.0 5.8 27 0.5% 106 107 10.7 0.0 10.7 27 1.9% 106.1 na 0.0 0.0 0.0 27 0.0% DESCRIPTION 1 9.1 Proposed Grate Inlet 2 2.5 Recessed Low Point Inlet 3 2.4 Recessed Low Point Inlet 4 5.1 Recessed Low Point Inlet 5 7.8 Recessed Low Point Inlet 6 9.7 Recessed Low Point Inlet 7 6.1 Recessed Low Point Inlet 8 9.4 Recessed Low Point Inlet 9 7.6 Recessed Low Point Inlet 10 4.3 Recessed Low Point Inlet 11 4.7 Recessed Low Point Inlet 12 2.8 Recessed Low Point Inlet 13 2.5 Recessed Low Point Inlet 14B 3.0 Recessed Low Point Inlet 15B 2.6 Recessed Low Point Inlet 16B 4.4 Recessed Low Point Inlet 17B 1.2 Recessed Low Point Inlet 101 6.1 Recessed Low Point Inlet 105 23 .8 Recessed Inlet on Grade 105 0.0 Junction Box 104 5.8 Recessed Low Point Inlet 106 10.7 Recessed Low Point Inlet 106 0.0 Junction Box Curb Inlet cfs ft ft 2.33 1.08 5 2.33 1.04 5 2.33 2.20 5 2.33 3.36 5 2.33 4.17 5 2.33 2.60 5 2.33 4.01 10 2.33 3.28 10 2.33 1.85 5 2.33 2.01 5 2.33 1.18 5 2.33 1.08 5 2.33 1.28 5 2.33 1.10 5 2.33 1.89 5 2.33 0.51 5 2.33 2.60 5 0.62 38.49 10 2.33 2.48 5 2.33 4.60 5 Grate Inlet ft cfs sq-ft sq-ft 0 0.5 1.99 4.58 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18 0 0 0 0 7/18/2007 All Phases-dra-Exhibit C1-C5.xls Exhibit C-2 cfs 106.2 na 0.0 0.0 103 107 5.8 0.0 107 na 6.6 0.0 108 na 6.8 0.0 119 na 16.3 0.0 127 130 1.4 0.0 128 129 0.8 0.0 129 na 4.1 0.0 130 na 3.8 0.0 133 na 10.9 0.0 135 na 3.8 0.0 EXHIBIT C-2 INLET COMPUTATIONS CARTER'S CROSSING PHASES 1 THROUGH 4 DESCRIPTION 0.0 27 0.0% 106 0.0 Junction Box 5.8 27 0.6% 103 5.8 Recessed Low Point Inlet 6.6 27 0.7% 107 6.6 Recessed Low Point Inlet 6.8 27 0.8% 108 6.8 Recessed Low Point Inlet 16.3 27 4.3% 119 16.3 Recessed Low Point Inlet 1.4 38 0.1% 127 1.4 Recessed Low Point Inlet 0.8 38 0.0% 128 0.8 Recessed Low Point Inlet 4.1 38 0.6% 129 4.1 Recessed Low Point Inlet 3.8 38 0.5% 130 3.8 Recessed Low Point Inlet 10.9 27 2.0% 133 10.9 Recessed Low Point Inlet 3.8 27 0.2% 135 3.8 Recessed Low Point Inlet Curb Inlet cfs ft ft 2.33 2.50 5 2.33 2.83 5 2.33 2.91 5 2.33 6.97 10 2.33 0.59 5 2.33 0.35 5 2.33 1.77 5 2.33 1.65 5 2.33 4.68 5 2.33 1.65 5 Grate Inlet ft cfs sq-ft sq-ft 0 0 0 0 0 0 0 0 0 0 0 7/18/2007 All Phases-dra-Exhibit C1-C5.xls Exhibit C-2 EXHIBIT C-3 PIPE SIZE CALCULATIONS CARTER'S CROSSING PHASES 1 THROUGH 4 = .~ = "' 4.1 . ~ e ~ "' 0 < 4.1 ~ "C ~ u 0 4.1 z r-l --~ "C .,;j ~ "' ~ = 4.1 =s = .... ~ ... r-l ~ "C ii: ~ .:. ii: .,;j ... 0 0 "' = 0 "C 0 =s CJ ~ =-~ ~ ~ ~ ~~ < fi: # # Ac. min yr cfs cfs 1 2 0.9 15.9 100 9.1 11.8 2 3 1.2 17.9 10 7.8 10.1 3 6 1.5 18.0 10 9.6 12.4 4 5 0.6 10.0 10 5.1 6.7 5 7 1.5 10.1 10 12.9 16.8 6 7 2.6 19.4 10 16.3 16.3 7 out 4.8 19.6 10 30.1 30.1 8 9 1.1 10.0 10 9.4 12.2 9 13 2.0 10.2 10 16.9 21.9 10 11 0.5 10.0 10 4.3 5.6 11 13 1.0 10.2 10 9.0 11.7 12 13 0.3 10.0 10 2.8 3.6 13 15B 3.6 10.7 10 30.5 30.5 14B 15B 0.5 12.4 10 3.8 4.9 15B 16B 4.7 12.7 10 36.6 36.6 16B 17B 5.4 13.0 10 41.4 41.4 17B Out 5.6 13.2 10 43.0 43.0 101 105.1 0.7 10.0 10 6.1 7.9 105 105.1 3.2 14.2 10 23.8 30.9 105.1 106 3.9 14.4 10 28.8 28.8 104 106 0.7 10.0 10 5.8 7.5 106 106.1 5.8 14.6 10 42.6 42.6 106.1 106.2 5.8 14.8 10 42.3 42.3 106.2 107 5.8 15.1 10 41.8 41.8 103 107 0.7 10.0 10 5.8 7.6 107 108 7.3 15.2 10 52.0 52.0 108 HW108 8.1 15.3 10 57.5 57.5 119 128 3.2 28.5 10 16.3 21.1 127 128 0.2 10.0 10 1.4 1.8 128 Cul 3.5 28.7 10 17.5 22.8 133 HW133 1.3 10.0 10 10.9 14.2 135 HW135 0.4 10.0 10 3.8 5.0 *Includes 33% Flow Increase for pipe sizes <27" dia. **See Plan & Profile for pipe slope used (Pipe slope >or= Friction slope) ... ... 4.1 4.1 Q. Q. "' 4.1 ~ 0 -Q. ~ ... ... ~ ~ = ... ~ 0 0 ... r-l ii: -CJ N ~ 0 ·c -loml ~ ~ ~ # cfs "lo " 1 11.8 0.23 24 1 10.1 0.17 24 1 12.4 0.26 24 1 6.7 0.34 18 1 16.8 0.46 24 1 16.3 0.05 36 1 30.1 0.17 36 1 12.2 0.24 24 1 21.9 0.80 24 1 5.6 0.24 18 1 11.7 0.22 24 1 3.6 0.10 18 1 30.5 0.47 30 1 4.9 0.18 18 1 36.6 0.25 36 1 41.4 0.33 36 1 43.0 0.15 42 1 7.9 0.48 18 1 30.9 1.58 24 1 28.8 0.42 30 1 7.5 0.44 18 1 42.6 0.35 36 1 42.3 0.34 36 1 41.8 0.33 36 1 7.6 0.44 18 1 52.0 0.51 36 1 57.5 0.63 36 1 21.1 0.74 24 1 1.8 0.02 18 1 22.8 0.86 24 1 14.2 0.33 24 1 5.0 0.19 18 J r-l ;;i.. fps • 3.8 3.2 4.0 3.8 5.3 2.3 4.3 3.9 7.0 3.2 3.7 2.0 6.2 2.8 5.2 5.8 4.5 4.5 9.8 5.9 4.3 6.0 6.0 5.9 4.3 7.4 8.1 6.7 1.0 7.2 4.5 2.8 ~ 8 = "C ... ~ ~ = ~ ~ ~ r-l t;J 'il @ z ~ ~ r-l ... CJ .,;j ~ ~ = min min • ' 455 2.02 17.89 30 0.16 18.04 312 1.31 19.35 30 0.13 10.13 110 0.35 10.48 30 0.22 19.57 147 0.58 20.15 45 0.20 10.20 199 0.48 10.67 30 0.16 10.16 39 0.17 10.33 30 0.25 10.25 209 0.56 11.23 46 0.27 12.65 120 0.39 13.04 41 0.12 13.15 351 1.31 14.47 312 1.17 11.17 109 0.18 14.36 70 0.20 14.56 38 0.15 10.15 85 0.23 14.79 126 0.35 15.14 23 0.07 15.21 179 0.70 10.70 30 0.07 15.28 40 0.08 15.36 54 0.13 28.67 41 0.67 10.67 446 1.03 29.70 77 0.29 10.29 29 0.17 10.17 7/18/2007 All Phases-dra-Exhibit C1-C5.xls Exhibit C-3 Inlets FL FL RAnin From To Upper Lower WSElev 010 178 OUT 250.9 248.75 253.39 42.96 168 178 251.2 251 254.04 41.36 158 168 252.11 251.64 254.25 36.57 13 158 253.39 252.36 254.56 30.46 9 13 255.05 253.89 255.93 16.67 6 9 255.33 255.15 257.62 9.36 148 158 254.11 253.86 254.56 3.77 11 13 254.14 253.69 255.69 6.96 10 11 254.79 254.64 256.08 4.32 12 13 254.44 254.19 255.69 2.75 7 OUT 252.91 252.06 255.26 30.11 6 7 253.16 253.01 255.66 16.35 3 6 256.19 253.26 255.74 9.57 2 3 256.49 256.29 257.23 7.77 1 2 256.5 256.59 257.52 6.21 108 HW108 247.83 247.52 250.56 57.49 107 108 246.02 247.93 251.16 51.99 106.2 107 248.19 248.12 251.34 41.76 106.1 106.2 248.67 248.29 251.41 42.26 106 106.1 249.05 248.77 251.67 42.59 105.1 106 249.94 249.55 252.24 26.61 101 105.1 253.25 251.4 253.20 6.08 105 105.1 253.08 250.44 253.20 23.79 104 106 250.88 250.66 252.24 5.79 103 107 250.42 249.56 251.34 5.64 126 Cul 254.5 250.66 253.39 17.51 127 126 255.19 255 257.26 1.38 119 128 255.09 254.6 257.26 16.27 133 HW133 247.11 246.73 250.14 10.92 135 HW135 249.63 249.1 252.61 3.85 EXHIBIT C-4 HYDRAULIC GRADE LINE -10Yr. Storm CARTER'S CROSSING PHASES 1 THROUGH 4 Normal Normal Pioe Deoth Startina Deoth Velocity Velocity Dia Length Sf PipeS Lower WSElev Upper Hf In Out Hj 42 351 0.155% 0.613% 250.68 253.39 252.83 0.54 6.97 7.88 0.11 36 41 0.327% 0.488% 253.25 254.04 253.45 0.13 6.24 6.97 0.08 36 120 0.256% 0.392% 253.89 254.25 254.36 0.31 6.22 6.24 0.00 30 208.71 0.469% 0.494% 254.86 254.86 255.89 0.98 5.62 6.22 0.04 24 199.11 0.601% 0.563% 255.54 255.93 256.70 1.59 4.57 5.62 0.10 24 45.3 0.246% 0.397% 256.35 257.62 256.53 0.11 0.00 4.57 0.16 16 45.6 0.186% 0.546% 254.61 254.61 254.86 0.08 0.00 4.13 0.13 24 38.67 0.226% 0.646% 254.94 255.89 255.19 0.09 4.11 5.44 0.10 16 30 0.244% 0.SOO'Mi 255.50 256.08 255.65 0.07 0.00 4.11 0.13 16 30 0.099'Mi 0.833% 254.75 255.69 255.00 0.03 0.00 4.41 0.15 36 147 0.173% 0.576% 253.79 255.26 254.64 0.25 5.74 7.05 0.13 36 30 0.051% O.SOO'Mi 254.29 255.66 254.44 0.02 6.35 5.74 0.06 24 312 0.256% 0.939% 254.21 255.74 257.14 0.60 5.32 6.35 0.09 24 30 0.170% 0.667% 257.24 257.24 257.44 0.05 4.22 5.32 0.08 24 455 0.109'Mi 0.420'Mi 257.54 257.54 259.45 0.49 0.00 4.22 0.14 36 40 0.631% 0.775% 250.07 250.56 250.38 0.25 5.47 6.60 0.37 36 30 0.517% 0.300% 250.93 251.16 251.02 0.15 5.50 5.47 0.00 36 23.13 0.334% 0.303% 251.12 251.34 251.19 0.08 5.50 5.50 0.00 36 125.56 0.341% 0.303% 251.29 251.41 251.67 0.43 5.75 5.50 0.02 36 64.54 0.347% 0.331% 251.77 251.67 252.05 0.29 6.59 5.75 0.08 30 70.37 0.420'Mi 0.554% 251.55 252.24 251.94 0.30 11.35 6.59 0.66 16 312.42 0.483% 0.592% 252.41 253.20 254.26 1.51 0.00 4.73 0.17 24 108.64 1.592'Mi 2.430% 251.69 253.20 254.33 1.73 0.00 11.35 1.00 16 38.25 0.439% 0.575% 251.64 252.24 251.86 0.17 0.00 4.63 0.17 16 179.21 0.446'Mi 0.469% 250.63 251.34 251.47 0.60 0.00 4.26 0.14 24 446.15 0.663% 0.816% 252.31 253.39 255.95 3.85 7.10 6.85 0.03 18 41 0.025% 0.463% 255.45 257.26 255.64 0.01 0.00 2.94 0.07 24 54 0.745% 0.907% 255.95 257.26 256.44 0.40 0.00 7.10 0.39 24 77.48 0.336% 0.490% 247.96 250.14 248.36 0.26 0.00 5.13 0.20 16 29 0.194% 2.517% 249.59 252.61 250.32 0.06 0.00 7.20 0.40 Ending Top Delta WSElev Inlet Check 254.04 255.2 OK 254.25 255.2 OK 254.56 257.35 OK 255.93 257.89 OK 257.62 259.12 OK 257.90 259.33 OK 254.99 257.56 OK 256.08 256.54 OK 256.26 256.54 OK 256.07 257.89 OK 255.66 256.33 OK 255.74 256.33 OK 257.23 260.96 OK 257.52 261.17 OK 259.59 261.5 OK 251.16 253.32 OK 251.34 253.32 OK 251.41 253.32 OK 251.67 254.3 OK 252.24 254.64 OK 253.20 254.99 OK 254.88 257.39 OK 255.93 259.73 OK 252.57 254.97 OK 252.26 254.37 OK 257.26 259.36 OK 257.34 259.36 OK 256.06 259.52 OK 250.60 251.97 OK 253.27 253.98 Recheck Q Main Delta Full Inlet In 1.1611 73.3 168 0.9521 43.4 158 2.7932 38.9 13 1.9630 26.6 9 1.4979 16.1 6 1.4344 13.3 0 2.5674 7.2 0 2.4645 16.9 10 2.2596 6.9 0 1.6193 6.9 0 2.6651 47.2 6 2.5921 43.9 3 3.7459 20.4 2 3.6488 17.2 1 1.9119 13.6 0 2.1393 54.7 107 1.9823 34.0 106.2 1.9051 34.2 106.1 2.4345 34.2 106 2.6013 35.7 105.1 1.7925 26.4 105 2.5093 7.5 0 3.6024 32.6 0 2.3967 7.4 0 2.0915 6.7 0 2.0955 19.0 119 2.0183 6.7 0 1.4624 20.1 0 1.3654 14.6 0 0.7113 15.5 0 7/18/2007 All Phases-dra-Exhibit C1-C5.xls ExhibitC-4 Inlets FL FL ..,.n Ploe From To ·~ Lower WSElev 0100 Dia L~ 178 OUT 2S0.9 248.75 253.81 82.81 42 351 188 178 251.2 251 255.15 80.27 36 41 158 188 252.11 251.84 255.20 53.27 36 120 13 158 253.39 252.36 255.85 44.23 30 208.71 9 13 255.05 253.89 257.89 24.48 24 199.11 8 9 255.33 255.15 259.12 13.57 24 45.3 148 158 2M.11 253.88 255.85 5.49 18 45.8 11 13 ~.14 253.89 257.89 13.a1 24 38.87 1a 11 ~.79 2M.84 258.19 8.27 18 30 12 13 2M.44 2M.19 257.89 4.00 18 30 7 OUT 252.91 252.08 255.98 44.23 36 147 6 7 253.18 253.a1 258.80 24.a1 36 30 3 6 258.19 253.28 258.84 14.04 24 312 2 3 258.49 258.29 258.44 11 .39 24 30 1 2 258.5 258.59 258.58 9.09 24 455 108 HIN108 247.83 247.52 251 .00 84.03 38 40 1a1 108 248.a2 247.93 251.91 75.99 36 30 108.2 1a7 248.19 248.12 252.24 81.08 36 23.13 108.1 108.2 248.87 248.29 252.41 81.74 36 125.58 108 108.1 249.05 248.77 253.34 82.19 36 84.M 105.1 108 249.94 249.55 2M.05 42.08 30 7a.37 1a1 105.1 253.25 251 .4 2M.99 8.82 18 312.42 105 1a5.1 253.08 2S0.44 2M.99 34.72 24 108.84 104 108 250.88 250.86 2M.05 6.41 18 38.25 1a3 1a1 2S0.42 249.58 252.24 8.47 18 179.21 128 Cul ~.5 2S0.86 253.81 25.93 24 448.15 127 128 255.19 255 259.36 2.00 18 41 119 128 255.09 2M.8 259.36 24.1a 24 M 133 HIN133 247.11 248.73 2S0.7a 15.85 24 77.48 135 HIN135 249.83 249.1 253.81 5.58 18 29 EXHIBIT C-5 HYDRAULIC GRADE LINE -100Yr. Storm CARTER'S CROSSING PHASES 1 THROUGH 4 Normal Normal ---=-Slartlna ---=--Volocltv Volocltv Endina Too ""'""" Sf PloeS Lower WSElev ~ Hf In ru ti WSHead Inlet WSElev a.33% a.81% 251.20 253.81 253.35 1.15 8.98 8.M a.19 255.15 255.2 255.15 a.89% a.49% 2M.00 255.15 ~.20 a.28 6.25 8.98 a.o7 255.51 255.2 255.20 a.M% a.39% 2M.84 255.20 255.11 a.es 8.22 8.25 a.oo 255.85 257.35 255.85 a.99% a.49% 2M.88 255.85 255.89 2.a7 5.82 8.22 a.04 257.98 257.89 257.89 1.89% a.58% 255.89 257.89 257.05 3.36 4.81 5.82 a.08 281.33 259.12 259.12 a.52'11. a.40% 258.80 259.12 258.98 a.23 a.oo 4.81 a.18 259.53 259.33 259.33 a.39% a.55% ~.80 255.85 255.05 a.18 a.oo 4.49 a.18 258.19 257.58 258.19 a.48% a.85% 255.19 257.89 255.44 a.18 4.42 5.92 a.12 258.19 258.M 258.19 a.51% a.50% 255.73 258.19 255.88 a.15 a.oo 4.42 a.15 258.SO 258.M 258.SO a.21% a.83% 2M.87 257.89 255.12 a.08 a.oo 4.88 a.19 258.14 257.89 257.89 a.37% a.58% 2M.24 255.98 255.09 a.55 8.98 7.57 a.a7 258.80 258.33 258.80 a.11% a.50% ~.59 258.80 2M.74 a.03 8.25 8.32 a.a1 258.84 258.33 258.84 a.55% a.94% 2M.48 258.84 257.39 1.73 8.22 8.98 a.08 258.44 280.98 258.44 a.37% a.67% 257.44 258.44 257.84 a.11 5.82 5.84 a.oo 258.58 281.17 258.58 a.23% a.42'11. 257.74 258.58 259.85 1.08 4.81 4.83 a.a1 259.86 281.5 259.86 1.35% a.78% 2S0.52 251.00 2S0.83 a.M 5.47 8.80 a.37 251.91 253.32 251.91 1.10% a.30% 2S0.93 251.91 251.02 a.33 5.SO 5.47 a.oo 252.24 253.32 252.24 a.71% a.30% 251.12 252.24 251.19 a.18 5.SO 5.SO a.oo 252.41 253.32 252.41 a.73% a.30% 251.29 252.41 251.87 a.91 5.75 5.SO a.a2 253.34 ~.3 253.34 a.74% a.33% 251.77 253.34 252.05 a.82 8.59 5.75 a.08 2M.05 ~.84 ~.05 a.89% a.55% 252.05 2M.05 252.44 a.83 11.89 8.59 a.76 255.44 ~.99 2M.99 1.a2'11. a.59% 252.90 ~.99 2M.75 3.18 a.oo 4.84 a.18 258.35 257.39 257.39 3.39% 2.43% 252.14 ~.99 2M.78 3.69 a.oo 11.89 1.1a 259.77 259.73 259.73 a.92'11. a.58% 252.16 2M.05 252.38 a.35 a.oo 4.77 a.18 2M.58 ~.97 ~.58 a.94% a.47% 251.08 252.24 251.92 1.88 a.oo 4.31 a.14 ~.a7 ~.37 2M.a7 1.89% a.82'11. 252.86 253.81 258.50 8.45 7.28 8.89 a.04 282.30 259.36 259.36 a.05% a.48% 255.58 259.36 255.75 a.a2 a.oo 3.29 a.08 259.47 259.36 259.36 1.63% a.91% 258.80 259.36 257.09 a.88 a.oo 7.28 a.41 280.85 259.52 259.52 a.71% a.49% 248.53 2S0.7a 248.91 a.55 a.oo 5.34 a.22 251.47 251.97 251.47 a.41% 2.52'11. 249.7a 253.81 250.43 a.12 a.oo 7.99 a.so 2M.42 253.98 253.98 Dela Q Street Check Dela Slrlace Wldlh &.charge a.05 a.oo 27 &.chaltlO .0.31 12.14 27 OK 1.SO a.oo 27 ~~-.o.a7 5.04 27 &.charge -2.21 a.23 27 -.... .Q.20 a.oo 27 OK 1.37 a.oo 27 &.charge a.35 a.oo 27 -.... a.04 a.oo 27 &.charge .Q.25 a.oo 27 OK 1.73 a.oo 27 OK 1.89 a.oo 27 OK 2.M a.oo 27 OK 2.81 a.oo 27 OK 1.84 a.oo 27 OK 1.41 a.oo 27 OK 1.08 a.oo 27 OK a.91 a.oo 27 OK a.98 a.oo 27 OK a.79 a.oo 27 &.charge .0.45 a.oo 27 &.chaltlO .Q.98 a.oo 27 &.charge .Q.04 a.39 27 ~~-a.39 a.oo 27 &.charae a.30 a.oo 27 &.chartle -2.94 a.oo 38 &.n:haltlO .Q.11 a.oo 38 &.n:haltlO -1.13 a.oo 27 OK a.so a.oo 27 5'rcllaltl0 .Q.44 a.oo 27 Street SlooA a.85% a.85% a.85% a.85% a.85% a.85% a.85% a.85% a.65% a.65% a.65% a.65% a.85% a.85% a.85% a.80% a.80% a.80% a.80% a.80% a.80% a.80% a.80% a.80% a.80% a.80% a.80% a.80% a.80% a.80% ROW Main ""°"""" Inlet In 80.M 168 80.M 158 80.M 13 80.M 9 80.M 8 80.M a 80.M a 80.M 1a 80.M a 80.M a 80.M 168 80.M 158 80.M 13 80.M 9 80.M 8 58.16 1a1 58.16 108.2 58.18 108.1 58.18 108 58.18 105.1 58.18 1a5 58.18 a 58.18 a 58.18 a 58.18 a 80.a7 119 80.a7 a 58.16 a 58.18 a 58.16 a 7/18J2007 tu Pha....--E>chlbil C1-C5.xls ElchibilC-5 Drainage Report EXHIBITD-1 (HEC-HMS PRE-DEVELOPMENT) Carter's Crossing Subdivision Phases 1 through 4 Project: 10150006-Pre Simulation Run: 5 Year Start of Run: 30Jan2007, 00:00 Basin Model: Basin 1 End of Run: 31Jan2007, 00:30 Meteorologic Model: 5 Year Compute Time: 19Jul2007, 11 : 11 :28 Control Specifications: Control 1 I Volume Units: IN Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (IN) Junction-1 0.1392 154.42 30Jan2007, 12:40 4.33 Junction-2 0.1847 208.56 30Jan2007, 12:40 4.30 Junction-3 0.2109 235.21 30Jan2007, 12:45 4.26 Subbasin-1 0.0810 86.41 30Jan2007, 12:55 4.40 Subbasin-2 0.0582 77.70 30Jan2007, 12:35 4.22 Subbasin-3 0.0455 54.69 30Jan2007, 12:45 4.23 Subbasin-4 0.0262 27.60 30Jan2007, 12:50 3.99 Project: 10150006-Pre Simulation Run: 10 Year Start of Run : 30Jan2007, 00:00 Basin Model: Basin 1 End of Run: 31Jan2007, 00:30 Meteorologic Model: 10 Year Compute Time: 19Jul2007, 11: 11 : 19 Control Specifications: Control 1 I Volume Units: IN Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (IN) Junction-1 0.1392 203.63 30Jan2007, 12:40 5.71 Junction-2 0.1847 275.31 30Jan2007, 12:40 5.69 Junction-3 0.2109 310.53 30Jan2007, 12:45 5.65 Subbasin-1 0.0810 113.36 30Jan2007, 12:55 5.79 Subbasin-2 0.0582 102.70 30Jan2007, 12:35 5.59 Subbasin-3 0.0455 72.21 30Jan2007 , 12:45 5.64 Subbasin-4 0.0262 36.94 30Jan2007 , 12:50 5.37 Project: 10150006-Pre Simulation Run: 25 year Start of Run: 30Jan2007, 00:00 Basin Model: Basin 1 End of Run: 31Jan2007, 00:30 Meteorologic Model: 25 Year Compute Time: 19Jul2007, 11 : 11 :22 Control Specifications: Control 1 I Volume Units: IN Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (IN) Junction-1 0.1392 240.13 30Jan2007, 12:40 6.74 Junction-2 0.1847 324.68 30Jan2007, 12:40 6.72 Junction-3 0.2109 366.30 30Jan2007, 12:40 6.68 Subbasin-1 0.0810 133.30 30Jan2007, 12:55 6.83 Subbasin-2 0.0582 121 .27 30Jan2007, 12:35 6.61 Subbasin-3 0.0455 85.06 30Jan2007, 12:45 6.69 Subbasin-4 0.0262 43.83 30Jan2007, 12:50 6.40 Project: 10150006-Pre Simulation Run: 50 Year Start of Run: 30Jan2007, 00:00 Basin Model: Basin 1 End of Run: 31Jan2007, 00:30 Meteorologic Model: 50 Year Compute Time: 19Jul2007, 11: 11 :26 Control Specifications: Control 1 I Volume Units: IN Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (IN) Junction-1 0.1392 273.47 30Jan2007, 12:40 7.68 Junction-2 0.1847 369.69 30Jan2007, 12:40 7.67 Junction-3 0.2109 417.36 30Jan2007, 12:40 7.63 Subbasin-1 0.0810 151.53 30Jan2007, 12:50 7.78 Subbasin-2 0.0582 138.23 30Jan2007, 12:35 7.55 Subbasin-3 0.0455 96.72 30Jan2007, 12:45 7.65 Subbasin-4 0.0262 50.08 30Jan2007, 12:50 7.35 Project: 10150006-Pre Simulation Run: 100 year Start of Run : 30Jan2007, 00:00 Basin Model: Basin 1 End of Run: 31 Jan2007, 00:30 Meteorologic Model: 100 Year Compute Time: 19Jul2007, 11 : 11 : 16 Control Specifications: Control 1 I Volume Units: IN Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (IN) Junction-1 0.1392 313.58 30Jan2007, 12:40 8.83 Junction-2 0.1847 423.78 30Jan2007, 12:40 8.82 Junction-3 0.2109 478.70 30Jan2007, 12:40 8.78 Subbasin-1 0.0810 173.49 30Jan2007, 12:50 8.93 Subbasin-2 0.0582 158.66 30Jan2007, 12:35 8.69 Subbasin-3 0.0455 110.67 30Jan2007, 12:45 8.81 Subbasin-4 0.0262 57.58 30Jan2007, 12:50 8.50 Drainage Report EXHIBITD-2 (HEC-HMS POST-DEVELOPMENT) Carter's Crossing Subdivision Phases 1 through 4 Project: 10150006-Post Simulation Run: 5 Year Start of Run: 30Jan2007, 00:00 Basin Model: Basin 1 End of Run : 31Jan2007, 00:30 Meteorologic Model: 5 Year Compute Time: 19Jul2007, 11 :09:32 Control Specifications: Control 1 I Volume Units: IN Hydro logic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (IN) Junction-1 0.1392 161.47 30Jan2007, 12:40 4.53 Junction-2 0.1847 218.71 30Jan2007, 12:45 4.54 Junction-3 0.2109 247.81 30Jan2007, 12:45 4.48 Subbasin-1 0.0810 86.41 30Jan2007, 12:55 4.40 Subbasin-2 0.0582 83.64 30Jan2007, 12:35 4.70 Subbasin-3 0.0455 57.44 30Jan2007, 12:45 4.60 Subbasin-4 0.0262 29.09 30Jan2007, 12:45 3.99 Project: 10150006-Post Simulation Run: 10 Year Start of Run : 30Jan2007, 00:00 Basin Model: Basin 1 End of Run : 31 Jan2007, 00:30 Meteorologic Model: 10 Year Compute Time: 19Jul2007, 11 :09:23 Control Specifications: Control 1 I Volume Units: IN Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (IN) Junction-1 0.1392 210.96 30Jan2007, 12:40 5.93 Junction-2 0.1847 285.06 30Jan2007, 12:45 5.95 Junction-3 0.2109 324.01 30Jan2007, 12:45 5.88 Subbasin-1 0.0810 113.36 30Jan2007, 12:55 5.79 Subbasin-2 0.0582 108.51 30Jan2007, 12:35 6.12 Subbasin-3 0.0455 74.60 30Jan2007, 12:45 6.03 Subbasin-4 0.0262 38.95 30Jan2007, 12:45 5.37 Project: 10150006-Post Simulation Run: 25 year Start of Run: 30Jan2007, 00:00 Basin Model: Basin 1 End of Run: 31Jan2007, 00:30 Meteorologic Model: 25 Year Compute Time: 19Jul2007, 11 :09:26 Control Specifications: Control 1 I Volume Units: IN Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (IN) Junction-1 0.1392 247.51 30Jan2007, 12:40 6.97 Junction-2 0.1847 333.89 30Jan2007, 12:45 7.00 Junction-3 0.2109 380.10 30Jan2007, 12:45 6.93 Subbasin-1 0.0810 133.30 30Jan2007, 12:55 6.83 Subbasin-2 0.0582 126.79 30Jan2007, 12:35 7.18 Subbasin-3 0.0455 87.14 30Jan2007, 12:45 7.10 Subbasin-4 0.0262 46.21 30Jan2007, 12:45 6.41 Project: 10150006-Post Simulation Run: 50 Year Start of Run: 30Jan2007, 00:00 Basin Model: Basin 1 End of Run: 31Jan2007, 00:30 Meteorologic Model: 50 Year Compute Time: 19Jul2007, 11 :09:29 Control Specifications: Control 1 I Volume Units: IN Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (IN) Junction-1 0.1392 280.80 30Jan2007, 12:40 7.93 Junction-2 0.1847 378.31 30Jan2007, 12:45 7.97 Junction-3 0.2109 431.11 30Jan2007, 12:45 7.89 Subbasin-1 0.0810 151.53 30Jan2007, 12:50 7.78 Subbasin-2 0.0582 143.41 30Jan2007, 12:35 8.14 Subbasin-3 0.0455 98.49 30Jan2007, 12:45 8.07 Subbasin-4 0.0262 52.81 30Jan2007, 12:45 7.36 Project: 10150006-Post Simulation Run: 100 year Start of Run: 30Jan2007, 00:00 Basin Model: Basin 1 End of Run: 31Jan2007, 00:30 Meteorologic Model: 100 Year Compute Time: 19Jul2007, 11 :09:36 Control Specifications: Control 1 I Volume Units: IN Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (IN) Junction-1 0.1392 320.79 30Jan2007, 12:40 9.09 Junction-2 0.1847 431 .57 30Jan2007, 12:45 9.13 Junction-3 0.2109 492.28 30Jan2007, 12:45 9.05 Subbasin-1 0.0810 173.49 30Jan2007, 12:50 8.93 Subbasin-2 0.0582 163.34 30Jan2007, 12:35 9.31 Subbasin-3 0.0455 112.06 30Jan2007, 12:45 9.24 Subbasin-4 0.0262 60.72 30Jan2007, 12:45 8.50 General ~ ~ en I~ 5 ~ > Q~ ~~ < ~< ~~ ~ ~~ 3~ # ACRES ACRES ACRES DA 1 pre 38.67 13.50 0.00 DA2 pre 29.88 1.30 0.00 DA 3 pre 10.10 0.00 0.00 DA4pre 9.10 0.00 0.00 DA 1 post 38.67 13.50 0.00 DA 2 post 11.30 1.30 0.00 DA 3 post 1.87 0.00 0.00 DA 4 post 9.10 0.00 0.00 Exhibit D-3 Drainage Area Parameters ~~ g '.;; ~ ~ ~ ~ en U en ~ ~~ ~~ 08 en -en .... ~ < < .1 z? ffi en ~ ~ ~ ~ ~ ~~ ~o Ill u ACRES ACRES ACRES ACRES ACRES MILES 0.00 0.00 0.00 0.00 52.17 0.0815 6.05 0.00 0.00 0.00 37.23 0.0582 19.00 0.00 0.00 0.00 29.10 0.0455 7.67 0.00 0.00 0.00 16.77 0.0262 0.00 0.00 0.00 0.00 52.17 0.0815 24.64 0.00 0.00 0.00 37.24 0.0582 27.23 0.00 0.00 0.00 29.10 0.0455 7.67 0.00 0.00 0.00 16.77 0.0262 ~ ~ ~ ...:I en LENGTH DROP Ff/IT 2492 17 0.007 1576 15 0.010 2450 19 0.008 2241 19 0.008 2492 17 0.007 1576 15 0.010 2450 19 0.008 2241 19 0.008 Existing Cond. PLAN I ~ 8 # 80.2 77.6 82.8 80.5 80.2 83 .6 86.2 80.5 0 < ...:I HOURS 0.79 0.50 0.67 0.65 0.79 0.42 0.60 0.65 Exhibit D-3 Drainage Area Parameters 1000-0072 lag-new.xis EXHIBIT E Plan: Plan 01 River: Carter's Creek T Reach:CCT Riv Sta: 1930 Profile: PF 2 E.G. Elev (ft) 255.74 Element Left OB Channel Right OB Vel Head (ft) 0.05 Wt. n-Val. 0.075 0.05 0.075 W .S. Elev (ft) 255.69 Reach Len. (ft) 655 655 655 Crit W .S. (ft) Flow Area (sq ft) 154.2 76.39 66.79 E.G. Slope (ft/ft) 0.000736 Area (sq ft) 154.2 76.39 66.79 Q Total (cfs) 314 Flow (cfs) 111.43 175.03 27.54 Top Width (ft) 212.71 Top Width (ft) 98.77 15 98.94 Vel Total (ft/s) 1.06 Avg. Vel. (ft/s) 0.72 2.29 0.41 Max Chi Dpth (ft) 5.69 Hydr. Depth (ft) 1.56 5.09 0.68 Conv. Total (cfs) 11578 Conv. (cfs) 4108.9 6453.6 1015.5 Length Wtd. (ft) 655 Wetted Per. (ft) 98.86 15.94 99.36 Min Ch El (ft) 250 Shear (lb/sq ft) 0.07 0.22 0.03 Alpha 2.8 Stream Power (lb/ft s) 0.05 0.5 0.01 Frctn Loss (ft) 0.6 Cum Volume (acre-ft) 4.37 5.51 2.53 C & E Loss (ft) 0 Cum SA (acres) 4.15 2.34 3.54 Plan: Plan 01 River: Carter's Creek T Reach:CCT Riv Sta: 1275 Profile: PF 1 E.G. Elev (ft) 251 .59 Element Left OB Channel Right OB Vel Head (ft) 0.13 Wt. n-Val. 0.075 0.05 0.075 W .S. Elev (ft) 251 .46 Reach Len. (ft) 309 309 309 Crit W .S. (ft) Flow Area (sq ft) 94 80.8 34.11 E.G. Slope (ft/ft) 0.003936 Area (sq ft) 94 80.8 34.11 Q Total (cfs) 420 Flow (cfs) 109.95 276.98 33.07 Top Width (ft) 184.43 Top Width (ft) 102.94 32 49.5 Vel Total (ft/s) 2.01 Avg. Vel. (ft/s) 1.17 3.43 0.97 Max Chi Dpth (ft) 3.46 Hydr. Depth (ft) 0.91 2.52 0.69 Conv. Total (cfs) 6694.8 Conv. (cfs) 1752.6 4415.1 527.2 Length Wtd. (ft) 309 Wetted Per. (ft) 102.96 32.41 49.52 Min Ch El (ft) 248 Shear (lb/sq ft) 0.22 0.61 0.17 Alpha 2.02 Stream Power (lb/ft s) 0.26 2.1 0.16 Frctn Loss (ft) 1.08 Cum Volume (acre-ft) 1.68 3.08 1.59 C & E Loss (ft) 0.01 Cum SA (acres) 1.91 1.69 2.28 Plan: Plan 01 River: Carter's Creek T Reach:CCT Riv Sta: 1275 Profile: PF 2 E.G. Elev (ft) 251.62 Element Vel Head (ft) 0.13 Wt. n-Val. W.S. Elev (ft) 251.49 Reach Len. (ft) Crit W .S. (ft) Flow Area (sq ft) E.G. Slope (ft/ft) 0.003913 Area (sq ft) Q Total (cfs) 432 Flow (cfs) Top Width (ft) 186.1 Top Width (ft) Vel Total (ft/s) 2.01 Avg. Vel. (ft/s) Max Chi Dpth (ft) 3.49 Hydr. Depth (ft) Conv. Total (cfs) 6906.3 Conv. (cfs) Length Wtd. (ft) 309 Wetted Per. (ft) Min Ch El (ft) 248 Shear (lb/sq ft) Alpha 2.02 Stream Power (lb/ft s) Frctn Loss (ft) 1.08 Cum Volume (acre-ft) C & E Loss (ft) 0.01 Cum SA (acres) Left OB Channel Right OB 0.075 0.05 0.075 309 309 309 97.11 81 .76 35.63 97.11 81 .76 35.63 115.42 281.7 34.88 103.39 32 50.71 1.19 3.45 0.98 0.94 2.56 0.7 1845.1 4503.5 557.7 103.41 32.41 50.73 0.23 0.62 0.17 0.27 2.12 0.17 1.72 3.12 1.62 1.92 1.7 2.3 EXHIBIT E 7/19/2007 HECRAS-Cross Section-Output.xis EXHIBIT E Plan: Plan 01 River: Carter's Creek T Reach:CCT Riv Sta: 2550 Profile: PF 1 E.G. Elev (ft) 258.63 Element Left OB Channel Right OB Vel Head (ft) 0.78 Wt. n-Val. 0.075 0.05 0.075 W.S. Elev (ft) 257.85 Reach Len. (ft) 238 238 238 Crit W .S. (ft) 257.85 Flow Area (sq ft) 1.44 23.54 1.08 E.G. Slope (ft/ft) 0.028324 Area (sq ft) 1.44 23.54 1.08 Q Total (cfs) 174 Flow (cfs) 2.66 169.37 1.97 Top Width (ft) 18.95 Top Width (ft) 3.4 13 2.55 Vel Total (ft/s) 6.68 Avg. Vel. (ft/s) 1.85 7.19 1.82 Max Chi Dpth (ft) 2.85 Hydr. Depth (ft) 0.42 1.81 0.42 Conv. Total (cfs) 1033.9 Conv. (cfs) 15.8 1006.4 11.7 Length Wtd. (ft) 238 Wetted Per. (ft) 3.5 13.64 2.69 Min Ch El (ft) 255 Shear (lb/sq ft) 0.73 3.05 0.71 Alpha 1.13 Stream Power (lb/ft s) 1.34 21 .95 1.3 Frctn Loss (ft) 1.67 Cum Volume (acre-ft) 5.01 6.1 2.97 C & E Loss (ft) 0.19 Cum SA (acres) 4.65 2.5 4.19 Plan: Plan 01 River: Carter's Creek T Reach:CCT Riv Sta: 2550 Profile: PF 2 E.G. Elev (ft) 258.63 Element Left OB Channel Right OB Vel Head (ft) 0.78 Wt. n-Val. 0.075 0.05 0.075 W .S. Elev (ft) 257.85 Reach Len. (ft) 238 238 238 Crit W.S. (ft) 257.85 Flow Area (sq ft) 1.44 23.54 1.08 E.G. Slope (ft/ft) 0.028324 Area (sq ft) 1.44 23.54 1.08 Q Total (cfs) 174 Flow (cfs) 2.66 169.37 1.97 Top Width (ft) 18.95 Top Width (ft) 3.4 13 2.55 Vel Total (ft/s) 6.68 Avg. Vel. (ft/s) 1.85 7.19 1.82 Max Chi Dpth (ft) 2.85 Hydr. Depth (ft) 0.42 1.81 0.42 Conv. Total (cfs) 1033.9 Conv. (cfs) 15.8 1006.4 11.7 Length Wtd. (ft) 238 Wetted Per. (ft) 3.5 13.64 2.69 Min Ch El (ft) 255 Shear (lb/sq ft) 0.73 3.05 0.71 Alpha 1.13 Stream Power (lb/ft s) 1.34 21 .95 1.3 Frctn Loss (ft) 1.63 Cum Volume (acre-ft) 5.15 6.17 3.06 C & E Loss (ft) 0.19 Cum SA (acres) 4.68 2.51 4.25 Plan: Plan 01 River: Carter's Creek T Reach:CCT Riv Sta: 1930 Profile: PF 1 E.G. Elev (ft) 255.71 Element Vel Head (ft) 0.05 Wt. n-Val. W .S. Elev (ft) 255.66 Reach Len. (ft) Crit W .S. (ft) Flow Area (sq ft) E.G. Slope (ft/ft) 0.000746 Area (sq ft) Q Total (cfs) 310 Flow (cfs) Top Width (ft) 208.67 Top Width (ft) Vel Total (ft/s) 1.07 Avg. Vel. (ft/s) Max Chi Dpth (ft) 5.66 Hydr. Depth (ft) Conv. Total (cfs) 11349.4 Conv. (cfs) Lenath Wtd. (ft) 655 Wetted Per. (ft) Min Ch El (ft) 250 Shear (lb/sq ft) Alpha 2.79 Stream Power (lb/ft s) Frctn Loss (ft) 0.61 Cum Volume (acre-ft) C & E Loss (ft) 0 Cum SA (acres) Left OB Channel Right OB 0.075 0.05 0.075 655 655 655 151 .17 75.92 63.79 151 .17 75.92 63.79 109.26 174.5 26.24 97.85 15 95.82 0.72 2.3 0.41 1.54 5.06 0.67 4000.1 6388.6 960.7 97.94 15.94 96.24 0.07 0.22 0.03 0.05 0.51 0.01 4.25 5.45 2.46 4.13 2.33 3.5 EXHIBIT E 7/19/2007 HECRAS-Cross Section-Output.xis EXHIBIT E Plan: Plan 01 River: Carter's Creek T Reach:CCT Riv Sta: 300 Profile: PF 1 E.G. Elev (ft) 246.2 Element Left OB Channel Right OB Vel Head (ft) 0.04 Wt. n-Val. 0.05 W.S. Elev (ft) 246.15 Reach Len. (ft) 300 300 300 Crit W .S. (ft) 244.88 Flow Area (sq ft) 291 .5 E.G. Slope (ft/ft) 0.001637 Area (sq ft) 291.5 Q Total (cfs) 482 Flow (cfs) 482 Top Width (ft) 180.23 Top Width (ft) 180.23 Vel Total (ft/s) 1.65 Avg. Vel. (ft/s) 1.65 Max Chi Dpth (ft) 3.2 Hydr. Depth (ft) 1.62 Conv. Total (cfs) 11913.5 Conv. (cfs) 11914 Length Wtd. (ft) 300 Wetted Per. (ft) 180.74 Min Ch El (ft) 242.95 Shear (lb/sq ft) 0.16 Alpha 1 Stream Power (lb/ft s) 0.27 Frctn Loss (ft) 1.23 Cum Volume (acre-ft) 0.07 1.18 0.43 C & E Loss (ft) 0.02 Cum SA (acres) 0.19 0.78 1.1 9 Plan· Plan 01 River· Carter's Creek T Reach·CCT Riv Sta· 300 Profile: PF 2 . . . . E.G. Elev (ft) 246.22 Element Vel Head (ft) 0.04 Wt. n-Val. W .S. Elev (ft) 246.18 Reach Len. (ft) Crit W.S. (ft) 244.89 Flow Area (sq ft) E.G. Slope (ft/ft) 0.001646 Area (sq ft) Q Total (cfs) 494 Flow (cfs) Top Width (ft) 181.26 Top Width (ft) Vel Total (ft/s) 1.67 Avg. Vel. (ft/s) Max Chi Dpth (ft) 3.23 Hydr. Depth (ft) Conv. Total (cfs) 12176.5 Conv. (cfs) Length Wtd. (ft) 300 Wetted Per. (ft) Min Ch El (ft) 242.95 Shear (lb/sq ft) Alpha 1 Stream Power (lb/ft s) Frctn Loss (ft) 1.25 Cum Volume (acre-ft) C & E Loss (ft) 0.02 Cum SA (acres) Left OB Channel Right OB 0.05 300 300 300 296.02 296.02 494 181.26 1.67 1.63 12177 181 .78 0.17 0.28 0.07 1.19 0.44 0.19 0.78 1.19 EXHIBIT E 7/19/2007 HECRAS-Cross Section-Output.xis April 27, 2006 Mr. Lance Sims, Assistant Director Planning and Development Services CITY OF COLLEGE STATION P.O. Box 9960 College Station, TX 77842 RE: Carters Crossing Subdivision Dear Mr. Sims: Please be advised that I approve of the proposed drainage plan for the Carter's Crossing 4 7. 73 7 acre subdivision. The property outfalls into an un-named tributary of Carter's Creek near the south comer of my 20.69 acre tract. I understand that the un-detained peak run-off from the proposed development will result in approximately a 0.08 foot (one inch) increase in the water surface elevation of the Base Flood as it enters my property. V ~truly yours, ~t Patricia Guseman EXHIBIT F-1