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HomeMy WebLinkAbout2 Cross Street Warehouse 03-79(t.'1 DEVELOPMENT PERMIT PERMIT NO . 03-79 Project: CROSS STREET WAREHOUSE COLLEGE STATION FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: LOTS 1, 2, 3, 14, 15 , 16 BLOCK4 BOYETT DATE OF ISSUE: 12/17/03 OWNER: RANDY KLEIN 1710 DROXFORD HOUSTON , TX 77008 TYPE OF DEVELOPMENT: SPECIAL CONDITIONS: SITE ADDRESS: 405 CROSS ST DRAINAGE BASIN: Alum Creek VALID FOR 12 MONTHS CONTRACTOR: 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 . TCEQ PHASE Ill TPDES RULES IN EFFECT 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 th is 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 . Owner/ Agent/Contractor I Date DP-v:5-""+'1 ~ .o~ 38 01 Pa rkwood Blvd ., Suite 500 \~\ '/r Frisco , Texas 75034 -8640 {h\A f3oL I oµ Halff Associates, Inc . ••• ••• ••• (214) 618-4570 v -0 AL Fax(214)618-4574 .\ ~"' ENGINEERS AR CH ITECTS SCIENTISTS PLANNERS SURVE YORS LETTER OF TRANSMITTAL TO: Ms . Bridgette George Assistant Development Manager City of College Station Development Serv ices PO Box 9960 1101 Texas Avenue South , College Station, Texas 77842 FROM: Brandon Aillet, PE Email: ba illet@halff.com DATE: 01-09-04 AVO : 21403 PROJECT: Cinemark Theater Expansion WE ARE SENDING YOU [8] ATTACHED D Under separate cover via __ the following : 0 Shop Drawings 0 Copy of letter 0 Prints 0 Change order [8] Plans D Other: THESE ARE TRANSMITTED as checked below: [8] For ap proval D Approval as submitted D For your use D Approved as noted D As requested D Returned for corrections D For review/comment D Other: ITEMS SENT: 0 Drawings 0 Specifications D Resubmit __ copies for approval D Submit __ copies for distribution D Return __ corrected prints / ~;,.- \0-ct \ \)' < tfjJ Jr \)b ./ 2-Co pies of Final plans for aforementioned project --tra.)/t s.p:)(-~ Ir\_ 2 Fi--d & -~b_:>s COMMENTS: Ms . George , We have revised our plans according to your comments dated November 4, 2003 and we are submitting the engineering plans for final acceptance . The issuance of this revised set was on hold for two months because of financial reasons . I believe we have met all other requirements for acceptance of this project. Please contact myself or Rusty Glover if you still have any questions or comments . Thanks for your assistance , SIGNED : ~._ Q __ ~ COPIES : ~ FILE DOWNER 0 CONTRACTOR f3oL :Loµ •• :•: Halff Associates, Inc. ~.ol\ 3801 Parkwood Blvd ., Suite 500 \ (\_ Frisco, Texas 75034-8640 \ o\A J (2 14) 618-4570 • l) br Fax (214) 618-4574 ~ .... ENGINEERS ARCHITECTS SCIENTISTS PLANNERS S URVEYORS LETTER OF TRANSMITTAL TO : Ms . Bridgette George Assistant Development Manager City of College Station Development Services PO Box 9960 11 01 Texas Avenue South, College Station , Texa s 77842 FROM: Brandon Aillet, PE Email: baillet@ha lff.com DATE : 01-09-04 AVO: 21403 PROJECT: Cinemark Theater Expansion WE ARE SENDING YOU ~ ATTACHED D Under separate cover via __ the following : D Shop Drawings D Copy of letter D Prints D Change order ~ Plans D Other : THESE ARE TRANSMITTED as checked below: ~ For approval D Approval as submitted D For your use D Approved as noted D As requested D Ret urned for corrections D For review/comment D Othe r : ITEMS SENT: D Drawings D Specifications D Resubmit __ copies for approval D Submit __ copies for distribution D Return __ corrected pr ints I o" t~ J\111 oi -t~1 3-Copies of Final plans for aforementioned project -fr-a.Vt SfOr-tr--t! j r\. 2 fc-d fx_ ·~b-:S COMMENTS: Ms . George , We have revised our plans according to your comments dated November 4, 2003 and we are submitting the engineering plans for final acceptance . The issuance of this revised set was on hold for two months because of financia l reasons . I believe we have met all other requirements for acceptance of this project. Please contact myse lf or Rusty Glover if you still have any questions or comments . Thanks for your assistance , SIGNED : ~•. ()__ ~ COPIES : ~ FILE DOWNER 0 CONTRACTOR KLOTZ ASSOCIATES , INC CONSULTING ENGINEERS Memo To: From: Date: Re: College Station Engineering Department John D . Gerdes, P .E. December 11 , 2003 CS -The Warehouse -Design Flow Calculations Hydrant Fire Flow Analysis 1 160 Dairy Ash fo rd Sui te 500 Hous to n, Texas 770 79 28 1-589-7257 28 1-589-7309 Fax ema il @ klo tz .com According to the fire flow test provided by the City of College Station, see attached , the static pressure at the A-052 hydrant is 75 psi. The pressure is adequate to maintain a flow of 2 ,560 gpm, pending the city can continue to provide 74 .90 psi at a flowrate of 71.70 gpm . The pressure during the fire flow is above the required 20 psi . Normal Flow The Warehouse has 760 units equaling 215 gpm at peak hourly demand. During the peak hourly demand the velocities fall within the allowed parameters . The pressure is at 74 psi during the peak hourly demand. In summary, all requirements with pressure and flow are met according to the College Station Design Guidelines using the Fire Flow Data provided. See attached KY Pipe Analysis and Flow Test Report P age I * * * * * * * * * * * K Y P I P E 4 * * * * * * * * * University of Kentucky Network Modeling Software * * * * Copyrighted by KPFS 1998 Version 1 .200 -01/26/2000 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Date & Time: Mon Dec 08 16:25 :53 2003 H'l DR ANT t=\ RE t=LOW ANAL'iSlS INPUT DATA FILENAME --------------J:\SITEDI-l\PROJEC-3\15101C-l\Drawings\FIREFLOW.DT2 TABULATED OUTPUT FILENAME --------J:\SITEDI-l\PROJEC-3\15101C-l\Drawings\FIREFLOW.OT2 POSTPROCESSOR RESULTS FILENAME ---J:\SITEDI-l\PROJEC-3\15101C-l\Drawings\FIREFLOW.RS2 ************************************************ S U M M A R Y 0 F 0 R I G I N A L DAT A ************************************************ U N I T S S P E C I F I E D FLOWRATE ........... . HEAD (HGL) ......... . PRESSURE ........... . p I p E L I N E D AT A STATUS CODE: xx -CLOSED p I p E NODE NAM E #1 gallons/minute feet psig PIPE CV -CHECK VALVE NAMES LENGTH DIAMETER #2 (ft) (in) ROUGHNESS COEFF . MINOR LOSS COEFF . ------------------------------------------------------------------------------- P-12 P-13 P-1 P-10 E N D P-11 P-2 P-3 P-4 P-5 P-8 P-9 N 0 D E NODE NAME J-1 J-13 J-14 J-16 J-2 J-3 J-4 J-5 J-7 J-8 J-9 J -5 J -9 J -1 J -1 4 J -2 J -3 J -5 J -7 J -16 J -13 J -1 DAT A NODE TITLE J-8 J-5 J -2 J-16 J-16 J-2 J-4 J -9 R-1 J-7 J-13 EXTERNAL DEMAND (gpm) 0.00 0.00 0.00 0.00 0 .00 0.00 0 .00 0.00 0 .00 71.70 0.00 7.32 4 .00 19.97 6.00 108.82 12.00 46.27 8.00 200.00 12.00 46.14 1.63 5.74 32.92 14.93 19. 91 JUNCTION ELEVATION (ft) 250 .00 250.00 250.00 250 .00 250.00 250 .00 250.00 250 .00 250.00 250 .00 250 .00 8.00 6.00 6 .00 3.90 6.00 6.00 130.0000 130.0000 130.0000 130.0000 130.0000 130.0000 130.0000 130.0000 130.0000 130.0000 130.0000 EXTERNAL GRADE (ft) 0.00 0.00 0.75 0.00 0.00 0.00 1.50 0.00 0 .00 0 .00 0 .75 ~ R-1 250.00 423.00 0 U T P U T 0 P T I 0 N D A T A OUTPUT SELECTION: ALL RESULTS ARE INCLUDED IN THE TABULATED OUTPUT s y s T E M c 0 N F I G u RA T I 0 N NUMBER OF PIPES ................... (p) 11 NUMBER OF END NODES ............... (j) 11 NUMBER OF PRIMARY LOOPS ........... (1) 0 NUMBER OF SUPPLY NODES ............ (f) 1 NUMBER OF SUPPLY ZONES ............ (z) 1 RESULTS OBTAINED AFTER 3 TRIALS: ACCURACY = 0.00000 S I M U L A T I 0 N D E S C R I P T I 0 N (L A B E L) p 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 NODE NUMBERS FLOWRATE HEAD MINOR LINE HL/ N A M E #1 #2 LOSS LOSS VELO. 1000 (gpm) (ft) (ft) (ft/s) (ft/ft) ------------------------------------------------------------------------------- P-12 J-5 J-8 71.70 0.03 0.00 1. 83 4.06 P -13 J-9 J-5 71 . 70 0.01 0.00 0.81 0.56 P-1 J -1 J-2 -71 .70 0.00 0.00 0 .20 0.02 P-10 J-14 J-16 0 .00 0 .0 0 0.00 0.00 0.00 P-11 J -2 J -16 -71 .70 0.00 0 .00 0.20 0.02 P-2 J-3 J-2 0.00 0.00 0.00 0 .00 0.00 P-3 J-5 J-4 0.00 0.00 0.00 0 .00 0.00 P-4 J -7 J-9 71.70 0.00 0.00 0.8 1 0.56 P-5 J-16 R-1 -71.70 0.15 0.00 1. 93 4.59 P -8 J-13 J-7 71.70 0.01 0.00 0 .81 0.56 P-9 J-1 J-13 71. 70 0.01 0.01 0.81 0 .95 E N D N 0 D E R E s u L T s NODE NODE EXTERNAL HYDRAULIC NODE PRESSURE NODE NAME TITLE DEMAND GRADE ELEVATION HEAD PRESSURE (gpm) (ft) (ft) (ft) (psi) ------------------------------------------------------------------------------ J-1 0.00 422.84 250.00 172.84 74.90 J-13 0.00 422.82 250.00 172. 82 74.89 J-14 0.00 422.85 250.00 172.85 74.90 J-16 0 .00 422.85 250.00 172 . 85 74.90 J-2 0.00 422.85 250.00 172.85 74 .90 J-3 0.00 422 .85 250.00 172 . 85 74 .90 J-4 0 .00 422.80 250.00 172 .80 74 .88 J-5 0.00 422 .80 2 50.00 172 . 80 74.88 J-7 0.00 422.82 25 0 .00 172.82 74.89 J-8 71.70 422.77 250 .00 172.77 74.87 J-9 0.00 422.81 250.00 172 .81 74.89 R-1 423.00 250 .00 173 .00 74.97 ... s u MM AR y 0 F I N F L 0 W S A ND 0 U T F L 0 W S (+) INFLOWS INTO THE SYSTEM FROM SUPPLY NODES ( -) OUTFLOWS FROM THE SYSTEM INTO SUPPLY NODES NODE NAME R-1 NET SYSTEM INFLOW NET SYSTEM OUTFLOW NET SYSTEM DEMAND FLOWRATE (gpm) 71.70 71.70 0.00 71.70 NODE TITLE FireFlow/Hydrant Report Fireflow/Hydrant Report: Specified Minimum Pressure(psi or kPa): 20 .00 Minimum Static Pressure(psi or kPa) 0 .00 Flow-1: Flowrate to maintain the specified pressure at (hydrant) node Node-2: Node that has a lower pressure than specified value at Flow-1 Flow-2: Flowrate to maintain the specified pressure at Node-2 Hydrant Node A-052 A-038 Elevation Demand gpm 250 .0 250 .0 0.0 0.0 Static Pressure 74.9 74 .9 Flow-1 gpm 2594 .4 2560.3 Flow-2 gpm Node -2 * * * * * * * * * * * K Y P I P E 4 * * * * * * * * * * * * * * * * University of Kentucky Network Modeling Software Copyrighted by KPFS 1998 Version 1.200 -01/26/2000 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Date & Time: Mon Dec 08 16:33:39 2003 PEA--K-HDU'2... ~ 11"Ho u T Pl R€ Pw vJ ( f\JO{(MA-L DC:Mf\ Nb J INPUT DATA FILENAME --------------J:\SITEDI-1\PROJEC-3\15101C-1\Drawings\FIREFLOW.DT2 TABULATED OUTPUT FILENAME --------J:\SITEDI-1\PROJEC-3\15101C-1\Drawings\FIREFLOW.OT2 POSTPROCESSOR RESULTS FILENAME ---J:\SITEDI-1\PROJEC-3\15101C-l\Drawings\FIREFLOW.RS2 ************************************************ S U M M A R Y 0 F 0 R I G I N A L DAT A ************************************************ U N I T S S P E C I F I E D FLOWRATE ........... . HEAD (HGL) ......... . PRESSURE ........... . p I p E L I N E D AT A STATUS CODE: xx -CLOSED p I p E NODE NAM E #1 gallons/minute feet psig PIPE CV -CHECK VALVE NAMES LENGTH DIAMETER #2 (ft) (in) ROUGHNESS COEFF . MINOR LOSS COEFF. ------------------------------------------------------------------------------- P-12 P-13 P-1 P-10 E N D P-11 P-2 P-3 P-4 P-5 P-8 P-9 N 0 D E NODE NAME J-1 J-13 J-14 J-16 J-2 J-3 J-4 J-5 J -7 J-8 J-9 J-5 J-9 J-1 J-14 J-2 J-3 J-5 J-7 J -16 J-13 J-1 DAT A NODE TITLE J -8 J -5 J -2 J -16 J -16 J -2 J -4 J-9 R-1 J -7 J -13 EXTERNAL DEMAND (gpm) 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0.00 0.00 2 1 5 .00 0 .00 7.32 4.00 19.97 6.00 108.82 12.00 46.27 8.00 200.00 12.00 46.14 1.63 5.74 32.92 14.93 19.91 JUNCTION ELEVATION (ft) 250.00 250.00 250.00 250.00 250.00 250.00 250.00 250.00 250 .00 250.00 250 .00 8.00 6.00 6.00 3.90 6.00 6.00 130 .0000 130 .0000 130 .0000 130 .0000 130 .0000 130.0000 130 .0000 130.0000 130 .0000 130 .0000 130 .0000 EXTERNAL GRADE (ft) 0.00 0.00 0.75 0.00 0.00 0.00 1. 50 0.00 0.00 0.00 0.75 • R -1 250.00 423 .0 0 0 U T P U T 0 P T I 0 N DAT A OUTPCT SELECTION: ALL RESULTS ARE INCLUDED IN THE TABULATED OUTPUT S Y S T E M C 0 N F I G U R A T I 0 N NUMBER OF PIPES ................... (p) 11 NUMBER OF END NODES ............... (j) 11 NUMBER OF PRIMARY LOOPS ........... (1) 0 NUMBER OF SUPPLY NODES ............ (f) 1 NUMBER OF SUPPLY ZONES ............ (z) 1 Case : o RESULTS OBTAINED AFTER 3 TRIALS: ACCURACY 0 .0 0000 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 UL T s STATUS CODE: xx -CLOSED PIPE CV -CHECK VALVE p I p E NODE NUMBERS FLOWRATE HEAD MINOR LINE HL/ N A M E #1 #2 LOSS LOSS VELO. 1000 (gpm) (ft) (ft) (ft/s) (ft/ft) ------------------------------------------------------------------------------- P-12 J -5 J -8 215 .00 0.23 0.00 5.49 31. 00 P-13 J -9 J -5 215 .0 0 0.09 0.00 2.44 4.30 P-1 J -1 J-2 -2 15.00 0.02 0.00 0.61 0.19 P-10 J-14 J -16 0 .00 0 .00 0.00 0.00 0.00 P -11 J-2 J -16 -215 .00 0.03 0.00 0.61 0.15 P -2 J -3 J -2 0 .00 0 .00 0.00 0.00 0.00 P -3 J-5 J-4 0.00 0.00 0.00 0.00 0 .00 P-4 J -7 J -9 215 .00 0 .02 0.00 2.44 4.30 P-5 J-16 R -1 -215.00 1.15 0.00 5.77 35 .07 P-8 J-13 J -7 215.00 0.06 0.00 2.44 4.30 P -9 J -1 J -13 215.00 0.09 0.07 2.44 7.78 E N D N 0 D E R E s u L T s NODE NODE EXTERNAL HYDRAULIC NODE PRESSURE NODE NAME TITLE DEMAND GRADE ELEVATION HEAD PRESSURE (gpm) (ft ) (ft) (ft) (psi) ------------------------------------------------------------------------------ J-1 0 .00 421.80 250.00 171.80 74.44 J-13 0 .00 421.64 25 0 .00 171.64 74 .38 J-14 0.00 421.85 2 50.00 171 . 85 74.47 J-16 0.00 421 .85 2 50 .00 171.85 74 .47 J -2 0.00 421.82 250.00 171.82 74.45 J-3 0.00 421.82 2 50.00 171.82 74.45 J-4 0.00 421.4 7 2 50.00 171.47 74 .30 J -5 0 .0 0 421.47 250.00 171.47 74 .30 J -7 0 .00 421.58 2 50 .00 171.58 74 .3 5 J-8 21 5.00 421.24 25 0 .00 171.24 74.20 J-9 0.00 421 .55 25 0 .00 171.55 74.34 R-1 423.00 2 50.00 173 .00 74.97 . 'SUMMAR Y 0 F I N F L 0 W S AND (+) I NFLOWS INTO THE SYSTEM FROM SUPPLY NODES (-) OUTFLOWS FROM THE SYSTEM INTO SUPPLY NODES NODE NAME R -1 NET S YSTEM INFLOW NET SYSTEM OUTFLOW NET SYSTEM DEMAND FLOWRATE (gpm) 215 .00 215.00 0 .00 215 .00 NODE TITLE 0 U T F L 0 W S ***** HYDRAULIC ANAL YSIS COMPLETED ***** '2003 17:08 FAX 979 764 3452 COLLEGE STATION PUB.UTL. l ' ; 1601 GRAHAM ROAD COLLEGE STATION TEXAS 77845 Date: 19 NOVEMBER 2003 Number pages including cover sheet -1 Fax to: 281-589-7309 Attention: JEFF MCDONALD Company: CLOTZ ASSOCIATES From: Butch Willis Water Wastewater Division Phone: 979-764-3435 Fax: 979-764-3452 FLOW TEST REPORT Location: 31S COLLEGE MAIN Flow hydrant number: A-038 Pitot reading: 45 (GPM): 985 Static hydrant number: A-052 Static PSI: 75 Residual PSI: 60 TEST COMPLETED 19 NOV 03 0850 141001 J ., KLOTZ ASSOCIATES, INC CONSUl T ING ENGINEERS 1160 Dairy Ashford Suite 500 Ho uston, Texas 77079 281-589-7257 Memo 28 1-589-7309 Fax email @klotz.com To: From: Date: Re: College Station En/<· eering De artment JohnD. Gerdes,P.E . & December 11, 2003 CS-The Warehouse Drainage Analysis Existing Conditions The .85 -acre site is located in Burton Creek drainage basin and is currently low density residential. The site has no internal drainage system and runoff sheet flows across the site to the existing roads, where it is collected in an existing inlet. Per the Storm Management Plan for the City of College Station "Drainage Policy and Design Standards", the lowest CN value is 84 for low density residential. However to be conservative a CN value of 77 was used for existing conditions producing a lower existing runoff. Sheet flow analysis of the site determined a time of concentration equal to 16 .7 minutes. Developed Conditions The developed site's runoff is collected in an internal storm system that ties into the back of an existing inlet. The existing inlet has a 12-inch diameter pipe exiting to the main storm trunk line. The runoff is restricted by an 8" restrictor pipe that backs storm water into the parking lot. The storm water during the 25, 50 & 100 year events will discharge into the back of the existing inlet as well as over the driveway. The dri veway was modeled as the second release structure because the existing right-of-way storm sewer system is designed at a 10-year storm with the roadways conveying the greater events. The high density residential CN value is 91, however to be conservative a CN value of 92 was used for the developed site. A time of concentration of 10 minutes was used for the deve loped conditions . Runoff calculations utilizing the Soil Conservation Service (S CS) method -Type II, was used to evaluate the site during the 10, 25, 50 and 100 year storm events. The calculations Page I J , were done with and without a tailwater and assuming the exist 12-inch storm pipe was full and not full, for the different events. The results show that the proposed parking lot detention pond restricts the runoff to or below existing conditions . The SCS calculations with the runoff quantities area attached for your review. Please call if you have any questions or comments. Page2 ~""""'""\\\\, ~"~ OF r~"lt ..:?.'.''\~' ........... :f-1: •z1 ;::C<:> ••• ~. ···1~ 11 :t•~· .... ~ i-!*I . •·. *~ ::;······························~···· ~ ~ .. ~.~.~.~ .. Qd~.s.~Q~.§ .. ~ ~~~ 88497 : r ~~·· l~t1 '1:1 0 :..· .. l.1 ..,. •• • ~~ .::: l ,.~ ... Cf:N $€"'··· .,:,.V ,..,. lt "83 .......... ··~(>\~ .t:." lt\l /O L 'C. ::.~~ 12 ... //-c>3 J ' Developed Site 4S Exist Site Parking Lot Detention Drainage Diagram for CS_LOFT Prepared by HydroCAD SAMPLER 1-800-927-7246 www .hydrocad .net Hydro CA D® 7.00 s/n 000000 © 1986-2003 Applied Microcomputer Systems CS_LOFT Type 1124 -hr 10-YEAR Rainfal/=7.40" Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad .net Page 2 HydroCAD® 7 .00 s/n 000000 © 1986-2003 Applied Microcomputer Systems Time span=0 .00-24 .00 hrs , dt=0.01 hrs , 2401 points Runoff by SCS TR-20 method , UH=SCS Reach routing by Star-Ind+ Trans method -Pond routing by Star-Ind method Subcatchment 1 S: Developed Site Subcatchment 4S: Exist Site Runoff Area=0.850 ac Runoff Depth=6.44" Tc=10 .0 min CN=92 Runoff=7.64 cfs 0.456 af Runoff Area=0 .850 ac Runoff Depth=4 .71" Flow Length=150' Tc=16.7 min CN=77 Runoff=4 .91 cfs 0.333 af Pond 2P: Parking Lot Detention Peak Elev=352 .57' Storage=0 .075 af lnflow=7 .64 cfs 0.456 af Primary=3 .18 cfs 0.453 af Secondary=0 .00 cfs 0.000 af Outflow=3 .18 cfs 0.453 af Total Runoff Area= 1.700 ac Runoff Volume= 0.790 af Average Runoff Depth= 5.57" l Y.i°s f Ru~ p f { = Dev R u~o Jf = 15 ~!/ CS_LOFT Type II 24 -hr 10-YEAR Rainfal/=7.40" Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net Page 3 HydroCAD® 7 .00 s/n 000000 © 1986-2003 Appl ied Microcomputer Systems Subcatchment 1 S: Developed Site Runoff = 7.64 cfs@ 12 .01 hrs , Volume= 0.456 af, Depth= 6.44" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24 .00 hrs, dt= 0.01 hrs Type II 24 -hr 10-YEAR Rainfall=7.40" Area (ac) CN Description 0.850 92 Urban commercial , 85% imp , HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Minimum Tc ~ 7 . 6 5 . 3 . 2- Subcatchment 1 S: Developed Site Hydrograph Type II 24~hr.10-'(EAR Rai!nfall=7.40" · · · · Ruhoff Area=o.aso ~c : . . . ' . ' : Runoff Volume=0~456; af Runoff Depth=6.44'~ T~~1 -0.0 mi-~. -~ __ ,_ CN=92 ' ' . ' ' : : -.. " ---------.;_ ---_ ... _ ·• ---:. ' --.:.. --------.:.. -----'-----~ -----~ --. . . . . ' : : -·----i -----~ o~~~~~~~~.~~.~.~ 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ID Runoff I CS LOFT Type II 24 -hr 10-YEAR Rainfal/=7.4 0" Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net Page 4 HydroCAD® 7.00 s/n 000000 © 1986-2003 Applied Microcomputer Systems Subcatchment 45: Exist Site Runoff = 4 .91 cfs@ 12.08 hrs , Volume = 0 .333 af, Depth= 4 . 71" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24 .00 hrs , dt= 0 .01 hrs Type II 24-hr 10-YEAR Rainfall=7.40" Area (ac) CN Description 0 .850 77 Low Density Residential (typ 84) Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.7 150 0 .0100 0 .1 SheetFlow, Cultivated: Residue>20 % n= 0.170 P2 = 4 .50" 5 - 4 ,'' 2 -: 1-- Subcatchment 4S: Exist Site Hydrograph -- ---,. ,... ...,. ---. -·-- "f:ype H ~4 ~hr ! 1~-YEAR ~ainfall;::-7 ~40~' ~ __ Runoff Ar~a:;::0.850 ac ' : . ~ypoff yo'.Ju~~=0.333 af Runoff Oepth=4. 71 .. Flow Length'.=150' --~ -:. ...: - ---4 ~c=16.7 , min : ¢N~77 _ _; ;_ -..l ' ' 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 T i me (hours} I 0 Runoff I CS_LOFT Type II 24-hr 10-YEAR Rainfal/=7.40" Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net Page 5 HydroCAD ® 7.00 sin 000000 © 1986-2003 Applied Microcomputer Systems Inflow Area = Inflow = Outflow = Primary = Secondary= Pond 2P: Parking Lot Detention 0.850 ac, Inflow Depth= 6.44" 7.64 cfs @ 12 .01 hrs, Volume= 3.18 cfs @ 12 .15 hrs, Volume= 3.18 cfs @ 12.15 hrs, Volume= 0 .00 cfs @ 0 .00 hrs, Volume= for 10-YEAR event 0.456 af 0.453 af, Atten= 58%, Lag= 8.2 min 0.453 af 0.000 af Routing by Stor-lnd method , Time Span= 0 .00-24 .00 hrs , dt= 0.01 hrs Peak Elev= 352.57' @ 12 .15 hrs Surf.Area= 0.000 ac Storage= 0.075 af Plug-Flow detention time= 11.1 min calculated for 0.453 af (99% of inflow) Center-of-Mass det. time= 7.4 min ( 777 .5 -770.1 ) # Invert 1 347 .98' Elevation (feet) 347.98 352.25 353 .00 # Routing 1 Primary Avail.Storage Storage Description 0.163 af Custom Stage Data Listed below Inc.Store (acre-feet) 0.000 0 .011 0 .152 Invert 348 .00' Cum .Store (acre-feet) 0.000 0.011 0 .163 Outlet Devices 8.0" x 3.0' long Culvert RCP, sq .cut end projecting, Ke= 0.500 Outlet Invert= 347.98' S= 0 .0067 '/' n= 0.013 Cc= 0 .900 2 Secondary 352 .60' 24.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2 .80 2 .92 3.08 3.30 3.32 Primary Outflow Max=3.18 cfs@ 12.15 hrs HW=352.57' TW=348 .98' (Fixed TW Elev= 348 .98') L1=Culvert (Inlet Controls 3 .18 cfs@ 9.1 fps) Secondary Outflow Max=0.00 cfs@ 0.00 hrs HW=347.98' (Free Discharge) L2=Broad-Crested Rectangular Weir (Controls 0.00 cfs) CS LOFT Type 1124-hr 10-YEAR Rainfal/=7.40" Prepared by HydroCAD SAMPLER 1-800-927-7246 www .hydrocad.net Page 6 HydroCAD® 7 .00 s/n 000000 © 1986-2003 Appl ied Microcomputer Systems 7-,' 3 2- 353- 352 - ~ 351 ~ c: 0 :; > fil 350- 349 - Pond 2P: Parking Lot Detention Hydrograph lnflo'w i Are~=0.85ff a . Pe.ak .~lev*.3.52.57':. ; _ ___ $t_9r~g~:O .. QZ~.-~f..1 .... ; 5 6 7 8 9 10 11 12 13 14 15 16 17 18 Time (hours) Pond 2P: Parking Lot Detention Stage-Discharge 348-·!'-T-.,.....,.....,.......,..;..,..........,....,....,_,.........,.........,....,.....,....,....,......-,....,.....,.....,.... .......... ...,....,....,_,., ;..,...,.....,.....,_,.;...,,...,.....,..........'"'"""".,.....,.....,.......,..;..,.....,......,....,....,_,.~ 0 2 4 6 8 10 12 14 16 18 20 Discharge (cfs) Infl ow Outflow D Primary D Seco nd ary CS_LOFT Type 1124-hr 10-YEAR Rainfal/=7.40" Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad .net Page 7 HydroCAD® 7.00 s/n 000000 © 1986-2003 Applied Microcomputer Systems 353 352 . ~ 351 ~ c: 0 :; i:i iii 350 ,' 349 Pond 2P: Parking Lot Detention Stage-Area-Storage 348-~:;::;:;:;:;:~:;;:;;:;:~:::;.;5;::..,..,..,...~..,.......,;:,.......,..,.:.;.:...,...,..,.:;.:.,..,....,~ ......... ..,..;;:.,...,...,..,.:.;:.,...,...,.........:.,..,....,..,.;;:... ........ .:;.:............,..,..:,_......¥~ 0 0 .0 1 0 .02 0 .03 0 .04 0 .05 0 .06 0 .07 0 .08 0 .09 0 .1 0 .11 0 .12 0 .13 0 .14 0 .15 0 .16 Storage (acre-feet) ID Storage I CS_LOFT Type II 24 -hr 25-YEAR Rainfal/=8.80" Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad .net Page 8 HydroCAD ® 7 .00 s/n 000000 © 1986-2003 Appl ied Microcompute r Systems Time span=0 .00-24 .00 hrs , dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method , UH=SCS Reach routing by Stor-lnd+ Trans method -Pond routing by Stor-lnd method Subcatchment 1 S: Developed Site Subcatchment 4S: Exist Site Runoff Area=0.850 ac Runoff Depth=7 .82" Tc=10.0 min CN=92 Runoff=9 .17 cfs 0 .554 af Runoff Area=0 .850 ac Runoff Depth =5.99" Flow Length=150' Tc=16 .7 mi n CN=77 Runoff=6 .20 cfs 0.424 af Pond 2P: Parking Lot Detention Peak Elev=352 .68' Storage=0 .098 af lnflow=9 .17 cfs 0 .554 af Primary=3 .23 cfs 0 .536 af Secondary=1.49 cfs 0 .015 af Outflow=4 . 73 cfs 0 .551 af Total Runoff Area= 1.700 ac Runoff Volume= 0.978 af Average Runoff Depth= 6.91" '"'~I Rur? ff :: P~u 12~~(> !/ CS_LOFT Type II 24 -hr 25-YEAR Rainfal/=8.80" Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net Page 9 HydroCAD® 7.00 s/n 000000 © 1986-2003 Applied Microcomputer Systems Subcatchment 1 S: Developed Site Runoff = 9.17 cfs @ 12 .01 hrs , Volume= 0 .554 af, Depth= 7.82" Runoff by SCS TR-20 method, UH=SCS , Time Span = 0.00-24 .00 hrs, dt= 0.01 hrs Type II 24-hr 25-YEAR Rainfall=8 .80" Area (ac) CN Description 0.850 92 Urban commercial , 85% imp , HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10 .0 Direct Entry, Minimum Tc Subcatchment 1 S: Developed Site 10-.· 9 8 . Hydrograph ----~--.. ! ----~----··-----~-----~--.;... ... ~-~- ' ' Type II ~4~hr:·2~-'(EA~ Rainta11=s:ao..-i · : 1 _ · Runoff'Ar~aro-~a~o -~c · ,.. ··Runoff ·V-o!I u1ne=<t-554 '.-af.· 6 . . ' ' ' ' ' ' 3: 5- 0 Ru~off De '.pt~=! .82';1 Tc~10.0.~in ; u: 4.: .· . . ' CN=92 : · 3.: .. ----; -----~ -----:-.--------4-----~ -----;- 2 .. ------· ____ .. --,_ 1-. o~~~~~=~.~.~.~~ .. ~.~ 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ID Run off ' CS LOFT Type II 24-hr 25-YEAR Rainfal/=8.80" Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net Page 10 HydroCAD® 7.00 s/n 000000 © 1986-2003 Applied Microcomputer Systems Subcatchment 4S: Exist Site Runoff = 6.20 cfs @ 12.08 hrs , Volume= 0.424 af, Depth= 5.99" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24 .00 hrs, dt= 0 .01 hrs Type II 24-hr 25-YEAR Rainfall=8.80" Area (ac) CN Description 0.850 77 Low Density Residential (typ 84) Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.7 150 0 .0100 0.1 SheetFlow, Cultivated : Residue>20% n= 0.170 P2= 4 .50" Subcatchment 4S: Exist Site Hydrograph : 1 I 1 • ' 6 · Type II ~4 ~hr] 25-YEAR Ra_~nta11=a l BQ" · 5 . Runoff Ar~a~0~850 ac ' ' ' Runoff -Vo ;lume=0.424 af - 3'; ~ 3 ,' Runoff Pept~=!5.99'~ Flow Length'.=1~50' --:·-- Tc=F16. 7 min ! -_ _,:_ -:. ---'--__ .,, ____ .. _____ ,_ ____ .,. _____ 4 _____ ,_ ___ ..... 2 CN~77 i : -0 --• ~ • _ _:_ • • • • ~ • • • --'-• • • • - - - -~ - - - - - L - - --'-0 • • o ~~--~~. 5::z:~~~~~~ 0 1 2 3 4 5 6 7 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ID Run off I CS_LOFT Type II 24-hr 25-YEAR Rainfal/=8.80" Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net Page 11 HydroCAD® 7.00 s/n 000000 © 1986-2003 Applied Microcomputer Systems Inflow Area= Inflow = Outflow = Primary = Secondary= Pond 2P: Parking Lot Detention 0.850 ac, Inflow Depth = 7.82" 9.17 cfs @ 12.01 hrs, Volume= 4. 73 cfs @ 12.12 hrs, Volume= 3.23 cfs @ 12.12 hrs, Volume= 1.49 cfs @ 12 .12 hrs, Volume= for 25 -YEAR event 0.554 af 0.551 af, Atten= 48%, Lag= 6.9 min 0.536 af 0.015 af Routing by Stor-lnd method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 352.68'@ 12.12 hrs Surf.Area= 0.000 ac Storage= 0.098 af Plug-Flow detention time= 11.0 min calculated for 0.551 af (100% of inflow) Center-of-Mass det. time= 7.9 min ( 773 .3 -765.4) # Invert 1 347.98' Elevation (feet) 347.98 352.25 353.00 # Routing 1 Primary Avail.Storage Storage Description 0.163 af Custom Stage Data Listed below Inc.Store (acre-feet) 0.000 0.011 0.152 Invert 348.00' Cum.Store (acre-feet) 0.000 0 .011 0 .163 Outlet Devices 8.0" x 3.0' long Culvert RCP, sq .cut end projecting, Ke= 0.500 Outlet Invert= 347.98' S= 0.0067 '/' n= 0.013 Cc= 0 .900 2 Secondary 352.60' 24.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=3.23 cfs @ 12 .12 hrs HW=352.68' TW=348.98' (Fixed TW Elev= 348 .98') L1=Culvert (Inlet Controls 3.23 cfs@ 9.3 fps) Secondary OutFlow Max=1.43 cfs @ 12.12 hrs HW=352.68' (Free Discharge) L2=Broad-Crested Rectangular Weir (Weir Controls 1.43 cfs@ 0.8 fps) CS LOFT Type II 24-hr 25-YEAR Rainfall=B.80" Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad .n et Page 12 HydroCAD® 7.0 0 s/n 000000 © 1986-2003 Applied Microcomputer Systems 10 ~ 9 8- 7: ~ 6: ..!:!. :c 5- 0 u: 4 3- 2- 353 352- ~ 351 ~ c: 0 :; > dJ 350 349- Pond 2P: Parking Lot Detention Hydrograph ----•--··----~---"-· " --" ______ ------"----~-9.17 cfs _ l:nf:l<>:w [Area=0.850 :a , Peak Elev=352.6:8', - -t - -: ---; ~ .; -·:-. __ $_t_Qr~a~=ro.~o9a _ci.f ___ , ____ ; 1234567 10 11 12 13 15 16 17 18 20 21 22 23 24 Time (hours) Pond 2P: Parking Lot Detention Stage-Discharge 348-!"-r-........................... ....-.-..-.-.-........ ..,.....,......,..-,......-.-..-......,....,.....,.. .......... ...,......,....,.....,,....,....,......,.....,.....,....,.........,......,........., .................................. ...,..........-- 0 2 4 6 8 10 12 14 16 18 20 Discharge (cfs) D Infl ow D Outfl ow D Prim ary D Secondary D Total D Prim ary D Secondary CS_LOFT Type II 24-hr 25-YEAR Rainfal/=8.80" Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad .net Page 13 HydroCAD® 7.00 s/n 000000 © 1986-2003 Applied Microcomputer Systems 353 352 ~ 351 ~ c: 0 :;:; .. > ~ 350 , 349 Pond 2P: Parking Lot Detention Stage-Area-Storage 3 4 8~:;:;:;:;::;:::~:;;:;:;:;:~::;:::z::.. ........ ..;.:... ....... ~.......,.:.;.:....,...,....;.;:..,..,..........,;:..,..,..,...,..:.;, .:....,_.,..,.:.;........,,.........,.......,.:;:..,......,.~ .......................... ,::;.,, 0 0.01 0.02 0 .03 0 .04 0.05 0 .06 0 .07 0.08 0 .09 0.1 0.11 0 .12 0.13 0 .1 4 0.15 0 .16 Storage (a cre-f eet ) I 0 S to rage ~ CS_LOFT Type II 24 -hr 50 -YEAR Rainfal/=9 .80" Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad .net Page 14 HydroCAD® 7.00 s/n 000000 © 1986-2003 Applied Microcomputer Systems Time span=0 .00-24 .00 hrs, dt=0.01 hrs , 2401 points Runoff by SCS TR-20 method , UH=SCS Reach routing by Star-Ind+ Trans method -Pond routing by Star-Ind method Subcatchment 15: Developed Site Subcatchment 45: Exist Site Runoff Area =0 .850 ac Runoff Depth=8.81" Tc=10 .0 min CN =92 Runoff=10.27 cfs 0 .624 af Runoff A rea =0 .850 ac Runoff Depth=6 .92" Flow Length=150' Tc=16 .7 min CN=77 Runoff=7.12 cfs 0.490 af Pond 2P: Parking Lot Detention Peak Elev=352. 73' Storage=0 .108 af lnflow=10 .27 cfs 0 .624 af Primary=3.25 cfs 0.585 af Secondary=3 .07 cfs 0.037 af Outflow=6.32 cfs 0.622 af Total Runoff Area= 1.700 ac Runoff Volume= 1.115 af Average Runoff Depth= 7.87" f. y. ;51 Ru '1 (> I! ;-7. I 2 Vtv !2u"1 ~// = 0~32- CS_LOFT Type II 24 -hr 50-YEAR Rainfa/1=9 .80" Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net Page 15 HydroCAD ® 7.00 s/n 000000 © 1986-2003 Applied Microcomputer Systems Subcatchment 1 S: Developed Site Runoff = 10 .27 cfs @ 12 .01 hrs , Volume = 0.624 af, Depth= 8.81" Runoff by SGS TR-20 method, UH=SCS, Time Span= 0.00-24 .00 hrs, dt= 0 .01 hrs Type II 24-hr 50-YEAR Rainfall=9 .80" Area (ac) CN Description 0.850 92 Urban commercial , 85% imp , HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10 .0 Direct Entry, Minimum Tc Subcatchment 1 S: Developed Site Hydrograph 11 -.· 10 /---Type -II -24 l hr~-SQ~VEAR - 9 ---R-a -fr1fan==-9]Jo..--t-----r----~ ---i--- 8~,... ---Riinoff Are-a-~==-o-~sso -aC1 7:.,... ---Ruhoff Vo~lui:ne=0.624 : af : ' i 6 · --R-unoff De :ptfi=~~81" Tc::J:1 o.o rnin ~ - 4 · CN=92 2 .. -~ -_,_ -··' I • • I ' . • • • • I ' - ----,-- - -, - - - - -~ - - - --,-- - - --,-- - - -l - - -~ ' ' . ' ' - - --:-- --!-- - --~ - - - - -:-- - - --:-- - - - - 0-~~~~=~~~.-~.~~ 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ID Runoff I CS_LOFT Type II 24-hr 50-YEAR Rainfal/=9.80" Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net Page 16 HydroCAD® 7.00 s/n 000000 © 1986-2003 Applied Microcomputer Systems Subcatchment 4S: Exist Site Runoff = 7.12 cfs@ 12 .08 hrs , Volume= 0.490 af, Depth= 6.92" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0 .00-24 .00 hrs, dt= 0 .01 hrs Type II 24-hr 50-YEAR Rainfall=9.80" Area (ac) CN Description 0.850 77 Low Density Residential (typ 84) Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16 . 7 150 0 .0100 0.1 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 4.50" Subcatchment 4S: Exist Site Hydrograph : : . ' 5 . ~u~off Ar~a~0 ~850 ac ~u-hoff vo:lu-me=0.490 af - t;;' • ' ' ' ' ~ 4 -. ·· ---~unoff -~ept~=-6~92''--- ~ . ~I~;~ ~~f~_Qtt-~~150' 3-·· Tc=?16. 7: min I : • ' 2 . e-N~-77 -~- o ~---~~~~~~-~ 0 1 2 3 4 5 6 7 8 9 10 11 12 14 15 16 17 18 19 20 2 1 22 23 24 Time (hours) j 0 Runoff I CS_LOFT Type II 24-hr 50-YEAR Rainfal/=9.80" Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net Page 17 HydroCAD ® 7.00 s/n 000000 © 1986-2003 Applied Microcomputer Systems Inflow Area= Inflow = Outflow = Primary = Secondary= Pond 2P: Parking Lot Detention 0.850 ac, Inflow Depth= 8.81" 10.27 cfs @ 12 .01 hrs, Volume= 6.32 cfs @ 12.11 hrs, Volume= 3.25 cfs @ 12 .11 hrs, Volume= 3.07 cfs @ 12.11 hrs, Volume= for 50-YEAR event 0.624 af 0.622 af, Atten= 38%, Lag= 5.8 min 0.585 af 0.037 af Routing by Stor-lnd method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 352 .73'@ 12.11 hrs Surf.Area= 0.000 ac Storage= 0.108 af Plug-Flow detention time= 10 .5 min calculated for 0.621 af ( 100% of inflow) Center-of-Mass det. time= 7.8 min ( 770.4 -762.6 ) # Invert 1 347 .98' Elevation (feet) 347.98 352.25 353 .00 # Routing 1 Primary Avail.Storage Storage Description 0.163 af Custom Stage Data Listed below Inc .Store (acre-feet) 0 .000 0 .011 0 .152 Invert 348.00' Cum.Store (acre-feet) 0.000 0.011 0.163 Outlet Devices 8.0" x 3.0' long Culvert RCP, sq .cut end projecting, Ke= 0.500 Outlet Invert= 347.98' S= 0.0067 '/' n= 0.013 Cc= 0.900 2 Secondary 352.60' 24.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2 .80 2.92 3.08 3.30 3.32 Primary OutFlow Max=3.25 cfs @ 12.11 hrs HW=352. 73' TW=348 .98' (Fixed TW Elev= 348 .98') L1=Culvert {Inlet Controls 3.25 cfs@ 9.3 fps) Secondary OutFlow Max=3.01 cfs@ 12 .11 hrs HW=352 .73' {Free Discharge) L2=Broad-Crested Rectangular Weir (Weir Controls 3.01 cfs@ 1.0 fps) CS_LOFT Type II 24-hr 50-YEAR Rainfal/=9.80" Prepared by HydroCAD SAMPLER 1-800-927-7246 www .hydrocad .net Page 18 HydroCAD ® 7.00 s/n 000000 © 1986-2003 Applied Microcomputer Systems ~ .!:!.. ~ 0 Li: 11- 10 9 8 7 6- 5: 4 3 2 Pond 2P: Parking Lot Detention Hydrograph lnflo'w ·Area::oJ350 :-a Peak Elev=352.1:3•;_ Storage70.1 oa -af o~~~~~~~.~ .. ~~~~~~~ .. 0 1 2 3 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 353 352- ~ 351 ~ c: 0 :;:; .. > ~ 350 - 349- Time (hours) Pond 2P: Parking Lot Detention Stage-Discharge 348-!'-, .,..........,.........,....,......,....,..........,. ......... .....,....,.....,.....,.....,....,.....,.... ......... ,...........,.....,....,....,......,....,.. ......... ....,............,.....,.....,...., .......... ,....,....,..........,............,....,.....,....,......,....,.. ......... - o 2 4 6 8 10 12 14 16 18 20 Discharge (cfs) Inflow D Outfl ow D Primary D Seco ndary .. CS_LOFT Type II 24-hr 50-YEAR Rainfal/=9.80" Prepared by HydroCAD SAMPLER 1-800-927-7246 www .hydrocad .net Page 19 HydroCAD ® 7.00 s/n 0 00000 © 1986 -2003 Appl ied Microcomputer Systems 353 352 ~ 351 £. c: 0 :; > ~ 350 349 Pond 2P: Parking Lot Detention Stage-Area -Storag e 34a...Je;::;:::;::;z:::;:~~~::.:::::~~.,.:;...,..,...,..~~~..,...,.;.~~ ........ ~ .......... .:;.:...........,..,,...,....,...~:,...,.....~..,...,..~~~ 0 0.01 0.02 0.0 3 0.04 0.05 0.06 O.Q7 0.08 0.09 0.1 0.11 0.12 0.13 0.14 0.15 0.16 Storage (acre-f eet) ID Storage I • CS_LOFT Type II 24-hr 100-YEAR Rainfal/=11 .00" Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net Page 20 HydroCAD® 7.00 s/n 000000 © 1986-2003 Applied Microcomputer Systems Time span=0 .00-24.00 hrs , dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method , UH=SCS Reach routing by Stor-lnd+ Trans method -Pond routing by Stor-lnd method Subcatchment 1 S: Developed Site Subcatchment 4S: Exist Site Runoff Area=0 .850 ac Runoff Depth =10 .00" Tc=10 .0 min CN=92 Runoff=11 .57 cfs 0 .709 af Runoff Area=0 .850 ac Runoff Depth=8 .05" Flow Length=150' Tc=16 . 7 min CN=77 Runoff=8 .24 cfs 0 .570 af Pond 2P: Parking Lot Detention Peak Elev=352 . 77' Storage=0 .117 af lnflow=11 .57 cfs 0. 709 af Primary=3 .27 cfs 0 .640 af Secondary=4 .91 cfs 0 .066 af Outflow =8 .18 cfs 0 . 706 af Total Runoff Area = 1. 700 ac Runoff Volume = 1.279 af Average Runoff Depth = 9.03" /)SS a.« e CS_LOFT Type 1124 -hr 100-YEAR Ra infal/=11.00" Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad .net Page 21 HydroCAD ® 7.00 s/n 00 0000 © 1986-2003 Applied Mi c rocomputer Systems Subcatchment 1 S: Developed Site Runoff = 11 .57 cfs @ 12 .01 hrs , Volume = 0. 709 af, Depth=10.00" Runoff by SCS TR-20 method, UH=SCS , Time Span = 0.00-24 .00 hrs, dt= 0.01 hrs Type 1124-hr100-YEAR Rainfall=11 .00" Area (ac ) CN Descr iption 0 .850 92 Urban commercial , 85% imp , HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) 10 .0 Direct Entry, Minimum Tc Subcatchment 1 S: Developed Site Hydrograph ·:-- 12 11 ·rype·tl ·24--"hr:·tOO ~YEA~ - 10 .· Rai:nfall=1 :1.qo·r '. 1 -; Ru-no ff Are·a·~-o-~sso -~c ;----- Riinott \ioftim~=o ~io9 i a-t --:-----.,--- 8 ' ' ' : ' i 1 · Runoff Depth...:1 -0 ~00" i ~ 6 . Tc J.1 o· o' m-:,.n·r·--r--;. -_, ____ + u: . -~ . ~ ~--, --~-----~ -·:---·-=-------: 5 -.·· _ CN;::92 ----,-__ ,--- . - - -- - -----r - --:------~ --- ----------------} 2 o~~.~.~~~.a~~.~~~ 0 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time {hours) ID Runoff I CS LOFT Type 1124-hr 100-YEAR Rainfal/=11 .00" Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net Page 22 HydroCAD ® 7.00 s/n 000000 © 1986-2003 Applied Microcomputer Systems Subcatchment 4S: Exist Site Runoff = 8.24 cfs @ 12.08 hrs , Volume= 0.570 af, Depth= 8.05" Runoff by SCS TR-20 method , UH=SCS, Time Span= 0.00 -24 .00 hrs , dt= 0.01 hrs Type II 24-hr 100-YEAR Rainfall=11.00" Area (ac) CN Description 0 .850 77 Low Density Residential (typ 84) Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.7 150 0.0100 0 .1 Sheet Flow, Cultivated: Residue>20% n= 0 .170 P2= 4 .50" Subcatchment 4S: Exist Site Hydrograph . . . . , - --. - - - -~ - - - - -:-- - - --. - - l 9 ID Run off ~ a , ···1)ipelfl4-~hrH -~o·:vEAR ··c· · 7 _. ~ai.nfallft1 .oo•,• . . .... f~.unoff Area.~0~850 .ac ..... 6-. ' ' ' ' ' ' ' ' ' __ R..~-~~ff .Y~hJ~1·u~~Q~_S,7 _g __ ~J ~ s ·· · Runoff Depth=:a.os·• ~ 4 ~1o·w Leingth;=1:so· ; ·lfe=16~ Tmin i C'N;...7 ·7 ,-' ---' -----r--~ - 3 2 ,' . 1-. o ~~~~~~~~~~~ 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) CS LOFT Type 1124-hr 100-YEAR Rainfal/=11 .00" Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net Page 23 HydroCAD ® 7.00 s/n 000000 © 1986-2003 Applied Microcomputer Systems Inflow Area= Inflow = Outflow = Primary = Secondary= Pond 2P: Parking Lot Detention 0.850 ac, Inflow Depth = 10.00" for 11 .57 cfs @ 12 .01 hrs, Volume= 8.18 cfs @ 12.09 hrs , Volume= 3.27 cfs @ 12 .09 hrs , Volume= 4 .91 cfs @ 12 .09 hrs, Volume= 1 00 -YEAR event 0 .709 af 0.706 af, Atten= 29%, 0.640 af 0.066 af Routing by Stor-lnd method, Time Span= 0 .00-24 .00 hrs, dt= 0.01 hrs Peak Elev= 352.77'@ 12 .09 hrs Surf.Area= 0.000 ac Storage= 0.117 af Plug-Flow detention time= 9.9 min calculated for 0 .706 af (100% of inflow) Center-of-Mass det. time= 7 .5 min ( 767.3 -759 .8) # Invert 1 347.98' Elevation (feet) 347 .98 352 .25 353 .00 # Routing Avail.Storage Storage Description 0.163 af Custom Stage Data Listed below Inc .Store (acre-feet) 0.000 0.011 0.152 Invert Cum .Store (acre -feet) 0.000 0.011 0.163 Outlet Devices Lag= 4.8 min 1 Primary 348.00' 8.0" x 3.0' long Culvert RCP, sq .cut end projecting, Ke= 0.500 Outlet Invert= 347.98' S= 0.0067 '/' n= 0.013 Cc= 0 .900 2 Secondary 352.60' 24.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0 .60 0.80 1.00 Coef. (English) 2.80 2 .92 3 .08 3.30 3.32 Primary OutFlow Max=3 .27 cfs@ 12.09 hrs HW=352.77' TW=348 .98' (Fixed TW Elev= 348.98') L1=Culvert (Inlet Controls 3 .27 cfs@ 9.4 fps) Secondary OutFlow Max=4.87 cfs@ 12 .09 hrs HW=352 .77' (Free Discharge) L2=Broad-Crested Rectangular Weir (Weir Controls 4 .87 cfs@ 1.2 fps) CS LOFT Type 1124-hr 100-YEAR Rainfal/=11 .00" Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad .net Page 24 HydroCAD ® 7.00 s/n 000000 © 1986-2003 Applied Microcomputer Systems ~ 7: .!:!.. :r; 6 ~. 0 u:: 5: 353 352 - ~ 35 1 ~ c: 0 ~ > ~ 350 349 Pond 2P: Parking Lot Detention Hydrogra ph , . , , . , 11 .57 els ---1:n·f1ow 1Atea=o.:s5o :a : ' . . ' ' ' . :_:~_ea~-~iev$3·s2. 17· --Storag:e:;:o.111 af _, : : ; , ; ' : ' 8.18 els ' ' : I : < ' -r----~----~----,----~----~---~-- . ' ' ,. ,, .. ,, .. I 1 2 3 4 5 6 7 10 11 12 13 14 15 16 17 18 Time {hours) 20 21 22 23 24 Pond 2P: Parking Lot Detention Stage-Dischar ge 348 -,....,_.,....,....,....,...,...,.....,....,....,....,. ......... ...,....,...,...., ......... ,.....,...,....,....,....,...,...,.....,....,.....,..,., ....,.....,....,.....,.....,....,...,...,.....,....,..., ,.........,....,.....,....,....,....,.....,....,....,....,._,. 0 2 4 6 8 10 12 14 16 18 20 Discharge {cfs) Inflow D Outfl ow D Primary D Secondary D Total D Pr imary D Secondary CS_LOFT Type 1124 -hr 100-YEAR Rainfal/=11.00" Prepared by HydroCAD SAMPLER 1-800-927-7246 www .hydrocad .net Page 25 HydroCAD ® 7.00 s/n 000000 © 1986-2003 Applied Microcomputer Systems 353 352 :g-35 1 ~ c: .S! ;;; > iil 350 349 Pond 2P: Parking Lot Detention Stage-Area-Storage 3 48 -·~:;:::;:::;:;:;:~:;:;:::~~;:z~~ ........ .,.;,:..,........,4-.-,.......,.~...,...,..;............,..,.:;~......;.:.,....,....,...,..,:..,...,.....,...,.;;:...~~,..,..,. ........ ..,..,.:;;,,, 0 0 .01 0 .02 0 .03 0 .04 0.05 0 .06 0.0 7 0 .08 0 .09 0 .1 0 .11 0 .12 0.13 0 .14 0.15 0 .1 6 Storage (acre-feet) ID Storage I 1S --~ Developed Site 4S Exist Site Parking Lot Detention Drainage Diagram for CS_LOFT Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad .net HydroCAD® 7.00 s/n 000000 © 1986-2003 Applied Microcomputer Systems CS_LOFT Type 1124-hr 10-YEAR Rainfa/1=7.40" Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net Page 2 HydroCAD® 7.00 s/n 000000 © 1986-2003 Applied Microcomputer Systems Time span=0.00-24.00 hrs, dt=0 .01 hrs , 2401 points Runoff by SCS TR-20 method , UH=SCS Reach routing by Star-Ind+ Trans method -Pond routing by Star-Ind method Subcatchment 1 S: Developed Site Runoff Area =0 .850 ac Runoff Depth=6.44" Tc=10.0 min CN=92 Runoff=7 .64 cfs 0 .456 af Subcatchment 4S: Exist Site Runoff Area=0 .850 ac Runoff Depth=4.71" Flow Length=150' Tc=16 .7 min CN=77 Runoff=4 .91 cfs 0 .333 af Pond 2P: Parking Lot Detention Peak Elev=352.53' Storage=0 .067 af lnflow=7 .64 cfs 0.456 af Primary=3.44 cfs 0.456 af Secondary=0.00 cfs 0 .000 af Outflow=3.44 cfs 0.456 af Total Runoff Area= 1.700 ac Runoff Volume= 0.790 af Average Runoff Depth= 5.57" Cy.,·sf /!u /lo//:: 'f, 91 ef~ n tl Rt{'1d II: 3, l/'-/ els v As ~tt,-ne ex /5-/ 12 5 7/l"l ;' s /?~-1 Ill/ CS LOFT Type 1124-hr 10-YEAR Rainfa/1=7.40" Prepared by HydroCAD SAMPLER 1-800-927-7246 www.h ydrocad.net Page 3 HydroCAD® 7.00 s/n 000000 © 1986-2003 Applied Microcompute r Systems Subcatchment 1 S: Developed Site Runoff = 7.64 cfs@ 12 .01 hrs , Volume= 0.456 af, Depth= 6.44" Runoff by SCS TR-20 method , UH=SCS , Time Span= 0.00-24 .00 hrs , dt= 0 .01 hrs Type II 24-hr 10-YEAR Rainfall=7.40" Area (ac) CN Description 0.850 92 Urban commercial , 85 % imp , HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Minimum Tc Subcatchment 1 S: Developed Site Hydrograph 8-,' 7 Type II 24 ~hr 10-YEAR ' . . Rai 'nfall=7.40" 6-, Runoff Area~o.aso ac · • • ' I • ' . . . ' .·· ---Runoff -Vol ume=G :456 ~af 5 ' ' : . . i ~y_flpff P~pt~::=6.44'_' ~ 4 "tc~10.o min i 3 · ~N~92 2 1 ,': o~~~~~~~~.~.~~. ~~ 0 1 2 3 4 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ID Run off I CS LOFT Type 1124-hr 10-YEAR Rainfal/=7.40" Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad .net Page 4 HydroCAD ® 7 .00 s/n 000000 © 1986-2003 Applied Microcompute r Systems Subcatchment 4S: Exist Site Runoff = 4 .91 cfs @ 12.08 hrs , Volume= 0.333 af, Depth= 4.71 " Runoff by SCS TR-20 method, UH=SCS , Time Span= 0.00-24 .00 hrs , dt= 0 .01 hrs Type II 24-hr 10-YEAR Rainfall=7.40" Area (ac) CN Description 0.850 77 Low Density Residential (typ 84) Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16 .7 150 0.0100 0.1 SheetFlow, Cult ivated : Residue>20% n= 0.170 P2= 4.50" Subcatchment 4S: Exist Site Hydrograph I : : : : I I • - - - --r-- - - --: --- -~ - - --,... ----...,--- - -"T - - - --.-• - -.... I • ' • ' I I 5 ljype ~I 24 ~hr! 1Q-YEAR . ___ Rainfall?-7.~4cr· __ ~_ c _ , 4 -,.. ijunoff Ar~a~o i sso ac ~upoff _Y~Ju_M~~Q.333 at ~ 3 .-~unort Oept~=~.71" ~ Ff low L~ngth=1:so· 2 ,... ---if cdd 6-:7f m.-r1 1---: -· ~N~77 : : ! -----:--·--.; _____ ;._ _____ ._ _____ , _____ ,:_ ' ' ' ' . ' -,----·-----.------.-----.... -----~---- ----' ~ ---. -~ ----:- 01~~~~~~~~~==~~~~~~~~~ 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 2 1 22 23 24 Time (hours) ID Ru noff ~ CS_LOFT Type II 24-hr 10-YEAR Rainfal/=7.40" Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad .n et Page 5 HydroCAD ® 7.00 sin 000000 © 1986-2003 Applied Microcompute r Systems Inflow Area = Inflow = Outflow = Primary = Secondary= Pond 2P: Parking Lot Detention 0 .850 ac, Inflow Depth = 6.44" for 7.64 cfs@ 12.01 hrs , Volume= 3.44 cfs @ 12 .14 hrs , Volume = 3.44 cfs @ 12 .14 hrs , Volume= 0.00 cfs @ 0.00 hrs , Volume= 1 0-YEAR event 0.456 af 0.456 af, Atten= 55%, Lag= 7 .7 min 0.456 af 0 .000 af Routing by Stor-lnd method, Time Span= 0.00 -24 .00 hrs, dt= 0.01 hrs Peak Elev= 352 .53'@ 12.14 hrs Surf.Area= 0.000 ac Storage= 0 .067 af Plug -Flow detention time= 5.3 min calculated for 0.456 af ( 100% of inflow) Center-of-Mass det. time= 4.6 min ( 774 .7 -770 .1 ) # Invert 1 347.98' Elevation (feet) 347.98 352.25 353 .00 # Routing 1 Primary Avail.Storage Storage Description 0 .163 af Custom Stage Data Listed below Inc.Store (acre-feet) 0.000 0.011 0.152 Cum.Store (acre-feet) 0.000 0 .011 0.163 Invert Outlet Devices 348 .00' 8.0" x 3.0' long Culvert RCP, sq .cut end projecting , Ke= 0.500 Outlet Invert= 347 .98' S= 0.0067 '/' n= 0 .013 Cc= 0.900 2 Secondary 352 .60' 24.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0 .80 1.00 Coef. (English) 2.80 2 .92 3.08 3.30 3.32 Primary OutFlow Max=3.44 cfs@ 12.14 hrs HW=352.53' (Free Discharge) 4t-1=Culvert (Inlet Controls 3.44 cfs@ 9.9 fps) Secondary OutFlow Max=0.00 cfs@ 0.00 hrs HW=347.98' (Free Discharge) 4t-2=Broad-Crested Rectangular Weir (Controls 0.00 cfs) CS_LOFT Type II 24-hr 10-YEAR Rainfal/=7.40" Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad .net Page 6 HydroCAD ® 7.00 sin 000000 © 1986-2003 Appl ied Microcomputer Systems 8 -,' 6 3 2 353 352- ~ 351 -~ c: .!2 c; > ~ 350- 349- Pond 2P: Parking Lot Detention Hydrograph lnflow :Area=o ~sso ~ a ' . ' I ( ; Pe.ak Elev::::3 :52 .. 53'; $t9r~g~~o .. o~r-.-~,f . . .. 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 Time (hours) 20 Pond 2P: Parking Lot Detention Stage-Discharge 22 23 24 34 8-·!"-, .,...........,....,......,...,.....,..........,...,..., ...... ..,......,...,....,......,....,...,....,.....,....,,....,.........,_,....,.....,.........,....,.....,.......... ......... ...,...,......,....,....,......,...,....,. ........ ....,.....,_,.....,,....,....,....,...,......... 0 2 4 6 8 10 12 14 16 18 20 Discharge (cfs) Inflow Outflow D Pr imary D Seco nd ary liil Total D Primary D Secondary CS_LOFT Type II 24-hr 10-YEAR Rainfal/=7.40" Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad .net Page 7 HydroCAD® 7.00 sin 000000 © 1986-2003 Applied Microcompute r Systems 353 352 ~ 351 ~ c .S! -; > Cll w 350 349 Pond 2P: Parking Lot Detention Stage-Area-Storage 348~:;::;::::;::;z:;::;:;;~::;::;:~:;::::::~.,..,..,~.,..,..,. ............... :;:.,..,...,....;.:.,..,...,...,.;,~.,..,.:.;.:....,..,.....;.:.,......,,..,..;...,.......,.:.;:.,...,..,.~ ........ .,..,..,. ....... ,.:;:,, 0 0.01 0.02 0.03 0 .04 0 .05 0 .06 0.07 0.08 0.09 0.1 0.11 0.12 0.13 0.1 4 0.15 0.16 Storage (acre-feet) I 0 Storage I CS_LOFT Type II 24-hr 25-YEAR Rainfal/=8.80" Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net Page 8 HydroCAD ® 7 .00 s/n 000000 © 1986-2003 Applied Microcomputer Systems Time span=0.00-24.00 hrs, dt=0 .01 hrs, 2401 points Runoff by SCS TR-20 method , UH=SCS Reach routing by Stor-lnd+ Trans method -Pond routing by Stor-lnd method Subcatchment 1 S: Developed Site Runoff Area=0 .850 ac Runoff Depth=7 .82" Tc=10 .0 min CN=92 Runoff=9 .17 cfs 0 .554 af Subcatchment 4S: Exist Site Runoff Area=0.850 ac Runoff Depth=5.99" Flow Length=150' Tc=16 .7 min CN=77 Runoff=6 .20 cfs 0.424 af Pond 2P: Parking Lot Detention Peak Elev=352 .65' Storage=0.093 af lnflow=9 .17 cfs 0 .554 af Primary=3.49 cfs 0.546 af Secondary=0 .88 cfs 0.008 af Outflow=4 .37 cfs 0 .554 af Total Runoff Area = 1. 700 ac Runoff Volume = 0.978 af Average Runoff Depth = 6.91" £"' ,·s1 l?u '1 t!? If= Oev fur?tJ /( :: CS_LOFT Type II 24-hr 25-YEAR Rainfal/=8.80" Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net Page 9 HydroCAD® 7.00 s/n 000000 © 1986-2003 Applied Microcomputer Systems Subcatchment 1 S: Developed Site Runoff = 9.17 cfs @ 12.01 hrs , Volume= 0.554 af, Depth= 7.82" Runoff by SCS TR-20 method , UH=SCS, Time Span= 0 .00-24.00 hrs , dt= 0.01 hrs Type II 24-hr 25-YEAR Rainfall=8 .80" Area (ac) CN Description 0 .850 92 Urban commercial , 85% imp, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10 .0 Direct Entry, Minimum Tc Subcatchment 1 S: Developed Site Hydrograph . . . : . ' ' . . ----~ --.,.. ' -...,. ----.,. ----.. -----,----.,. ---~ - - • I . ' I 10 , • ' : I I 9-Type II 24 ~hr] 2S-~E~~ 8-·· Rai·nfall=B~.80" r ~ ' . : ' : 1 _ Runoff-Area~o-l s~o -~c !·-__ , .·· --Runoff -V-oluine=o~s-54 !-af - 6-, ' : ~ Runoff Dept~=r .82't -- ~ 5 Tc:;10.0 ~ min ; 4 , ~N;-92 3 ,' : : : : ' --~ -----:------;-----+· . -.. L -------------:--------:-----:---- 2 , o-~~~~~=~~~~~ 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ID Run off I CS LOFT Type II 24-hr 25-YEAR Rainfal/=8.80" Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad .net Page 10 HydroCAD® 7.00 s/n 000000 © 1986-2003 Applied Microcomputer Systems Subcatchment 4S: Exist Site Runoff = 6 .20 cfs @ 12 .08 hrs, Volume= 0.424 af, Depth= 5.99" Runoff by SCS TR-20 method , UH=SCS , Time Span= 0.00-24 .00 hrs, dt= 0.01 hrs Type II 24-hr 25-YEAR Rainfall=8.80" Area (ac) CN Description 0.850 77 Low Density Residential (typ 84) Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16 .7 150 0 .0100 0 .1 SheetFlow, Cultivated : Residue>20% n= 0 .170 P2= 4 .50" Subcatchment 4S: Exist Site Hydrograph 6 · lfype ~I 24~hr 25-YEAR 5-. ~ 4 2 0 . : . ' . R~_~nfall:=B.~80" · ~u~oft Ar~a=0~850 ac . Runoff -Volume=0.424-af : I ; Ruhoff Oepth=:S.99'' Flow length=1·so· ------ Tc:;16. 7· min ----..: -----~ -----'------ -~ ----_..... --.. _ ----. -----.. ----_ ... CN~7 :7 : . I 0 1 2 3 4 5 6 7 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ID Ru noff I CS_LOFT Type II 24 -hr 25-YEAR Rainfal/=8.80" Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad .net Page 11 HydroCAD ® 7 .00 s/n 000000 © 1986-2003 Applied Microcomputer Systems Inflow Area = Inflow = Outflow = Primary = Secondary= Pond 2P: Parking Lot Detention 0.850 ac, Inflow Depth= 7.82" 9.17 cfs@ 12.01 hrs , Volume= 4.37 cfs @ 12 .13 hrs , Volume= 3.49 cfs @ 12.13 hrs, Volume= 0 .88 cfs @ 12.13 hrs , Volume= for 25-YEAR event 0 .554 af 0 .554 af, Atten= 52%, Lag= 7.4 min 0.546 af 0.008 af Routing by Stor-lnd method, Time Span= 0.00-24.00 hrs, dt= 0 .01 hrs Peak Elev= 352 .65' @ 12.13 hrs Surf.Area= 0.000 ac Storage= 0 .093 af Plug-Flow detention time= 6.4 min calculated for 0 .553 af (100% of inflow) Center-of-Mass det. time= 5.7 min ( 771 .1 -765.4) # Invert 1 347 .98' Elevation (feet) 347 .98 352.25 353.00 # Routing 1 Primary Avail.Storage Storage Description 0 .163 af Custom Stage Data Listed below Inc.Store (acre-feet) 0.000 0.011 0 .152 Invert 348 .00' Cum .Store (acre-feet) 0 .000 0.011 0.163 Outlet Devices 8.0" x 3.0' long Culvert RCP, sq .cut end projecting , Ke= 0 .500 Outlet Invert= 347.98' S= 0.0067 '/' n= 0.013 Cc= 0.900 2 Secondary 352 .60' 24.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=3.49 cfs @ 12 .13 hrs HW=352 .65' (Free Discharge) L1=Culvert {Inlet Controls 3.49 cfs@ 10.0 fps) Secondary OutFlow Max=0 .85 cfs @ 12 .13 hrs HW=352 .65' (Free Discharge) L2=Broad-Crested Rectangular Weir (Weir Controls 0.85 cfs@ 0.7 fps) CS_LOFT Type II 24-hr 25-YEAR Rainfal/=8 .80" Prepared by HydroCAD SAMPLER 1-800-927-7246 www .hydrocad.net Page 12 HydroCAD ® 7.00 s/n 000000 © 1986-2003 Applied Microcomputer Systems 10 ..:_ 9..: 8 - 7..:_ Iii 6: ..... ~ 3: 5 - 0 u: 4..: 3: 2-= Pond 2P: Parking Lot Detention Hydrograph ' : . . --Tritio.w1Afea=-o-:aso . a • • l ., ., Peak Elev=352.6s·· ~ 1----~ ---~' --. - --;-'· . ---~tpr~~~:r_Qj~Q9~ __ ei_f I : I • ; ~ - - -.., - - - - 1 - - - -., - - -.., ;._ -1----~--------:----( ----; --; ___ ; __ _;__ __ ; ____ ; ____ ; ____ , _____ :_L..::'. __ ,_ ~~ ' I I I ' ' ' ' ' ' o -=LIA-~~.~. ~~ 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 21 22 23 24 353 352- ~ 351 -~ c: 0 :;::; "' > ~ 350 - 349- Time (hours) Pond 2P: Parking Lot Detention Stage-Discharge ·----L-----------L---' . . ' -' 34 8 --~ ................ ;..,.... ...... _,_,...,... ....... .,........,..,....,.....;..,...,_,.........,.;. ....... .,.......,.:..,...,....,....,...,.:..,...,...,....,....,.;.,..,...,...,....,....,....,...,..,....,_,_.....,., 0 2 4 6 8 10 12 14 16 18 20 Discharge (cfs) D Inflow D Outfl ow D Primary D Secon dary D Tota l D Primary D Secondary CS_LOFT Type II 24-hr 25-YEAR Rainfal/=8.80" Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net Page 13 HydroCAD® 7.00 s/n 000000 © 1986-2003 Applied Microcomputer Systems 353 352 ~ 351 ~ c: .!:! 'lO > ~ 350 349 Pond 2P: Parking Lot Detention Stage-Area-Storage ID S to rage ~ CS_LOFT Type II 24-hr 50-YEAR Rainfal/=9 .80" Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net Page 14 HydroCAD® 7.00 s/n 000000 © 1986-2003 Applied Microcomputer Systems Time span=0 .00-24 .00 hrs, dt=0 .01 hrs , 2401 points Runoff by SCS TR-20 method , UH =SCS Reach routing by Stor-lnd+ Trans method -Pond routing by Stor-lnd method Subcatchment 1S: Developed Site Subcatchment 4S: Exist Site Runoff Area=0 .850 ac Runoff Depth=8 .8 1" Tc=10 .0 min CN=92 Runoff=10 .27 cfs 0.624 af Runoff Area=0 .850 ac Runoff Depth =6.92" Flow Length=150' Tc =16 .7 min CN=77 Runoff=7 .12 cfs 0.490 af Pond 2P: Parking Lot Detention Peak Elev=352 .71' Storage=0.104 af lnflow=10 .27 cfs 0 .624 af Primary=3 .52 cfs 0 .596 af Secondary=2.46 cfs 0 .028 af Outflow=5 .98 cfs 0 .624 af Total Runoff Area= 1.700 ac Runoff Volume= 1.115 af Average Runoff Depth= 7.87" r . f fu,,~ff 7,12 et ~ )lt $ -~ ~ Ru/I& ff > ... 7g C'fs Dev -- /ls~tu1'1e e X /$ ./ I l 1, ST r/l 1 ~ AJc r p'..._// CS_LOFT Type II 24-hr 50-YEAR Rainfal/=9.80" Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad .net Page 15 HydroCAD® 7.00 s/n 000000 © 1986-2003 Applied Microcomputer Systems Subcatchment 1 S: Developed Site Runoff = 10.27 cfs@ 12.01 hrs, Volume= 0 .624 af, Depth= 8 .81" Runoff by SCS TR-20 method, UH=SCS , Time Span= 0.00-24 .00 hrs , dt= 0.01 hrs Type II 24-hr 50-YEAR Rainfall=9.80" Area (ac) CN Description 0.850 92 Urban commercial , 85% i mp , HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10 .0 Direct Entry, Minimum Tc Subcatchment 1 S: Developed Site Hydrograph 11 10 / ··-rype .if24-~frrr 5Q-XEAR --. ----,-----~ -----.. -----... ----..,. ---.. ---- -----,.------,-----.. ---------- -' ' 9 . R·a -infiin~·9:~sqi·· r--· ·: ~ -"' - . - - - --;-. ----~ - - - -~ - - . r - 8_,... · R"ifrioff Are-~i;:o :sso ac ----:-----.; ____ ·-----'-----: ------:------:--- 7 ,... Runoff Vo~lu -tne=0.624 . af ' . : i 6 -.R.LiooffDe~pth=S.~1..- ~ s ,... -Tc=ftO.ff n1ir( 4 · CNi=92 3 . -----........ -----------_ .. _ --_____ .__ - ' ' o~~~.~~~=.~~.~~~.~ .. 0 1 2 3 4 5 6 7 8 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ID Run off J CS_LOFT Type II 24-hr 50-YEAR Rainfal/=9.80" Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net Page 16 HydroCAD ® 7 .00 sin 000000 © 1986-2003 Applied Microcomputer Systems Subcatchment 4S: Exist Site Runoff = 7.12 cfs@ 12.08 hrs, Volume= 0.490 af, Depth= 6.92" Runoff by SCS TR-20 method, UH=SCS , Time Span= 0.00-24 .00 hrs, dt= 0 .01 hrs Type II 24-hr 50-YEAR Rainfall=9.80" Area (ac) CN Description 0.850 77 Low Density Residential (typ 84) Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16 .7 150 0.0100 0.1 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 4.50" .. ..... ~ "' 0 ii: Subcatchment 4S: Exist Site Hydrograph 7-·· 1ype)i -~-4-~h ~ 5Q~YEAR 6- 5 - 4- : : : : ' R •: f ' 11'-9 : SA" a1:n -a ·r-F 'i' ~uroff A~~af:0 ~8§9 _f!c ~ur:ioff yo~u~e=0.490 af · --Runott -pe :pt~=6 :92 -''---, Ft<?~~J~-~~~-~_t_t.1;=1 ,sq· __ ~ 3-,..: tc===16. t min i ' . I : : : I I e-N~-77 · r --+ -j ' ' 2- : : 0 I !"" --""----1---r--,-. . ' 1 ' ---i----;--~-----•-----:------·------:-----+----- oU?a·--~~. :t:::~~~.~~~ 0 1 2 3 4 5 6 7 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ID Run off I CS LOFT Type II 24 -hr 50-YEAR Rainfal/=9.80" Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad .net Page 17 HydroCAD® 7 .00 s/n 000000 © 1986-2003 Applied Microcomputer Systems Inflow Area = Inflow = Outflow = Primary = Secondary= Pond 2P: Parking Lot Detention 0.850 ac, Inflow Depth= 8.81" 10 .27 cfs @ 12 .01 hrs , Volume= 5.98 cfs @ 12.11 hrs , Volume= 3.52 cfs @ 12.11 hrs , Volume= 2.46 cfs @ 12.11 hrs, Volume= for 50-YEAR event 0 .624 af 0 .624 af, Atten= 42%, Lag= 6.1 min 0 .596 af 0 .028 af Routing by Stor-lnd method, Time Span= 0.00-24 .00 hrs, dt= 0.01 hrs Peak Elev= 352 . 71' @ 12 .11 hrs Surf.Area= 0 .000 ac Storage= 0.104 af Plug-Flow detention time= 6.5 min calculated for 0.624 af (100% of inflow) Center-of-Mass det. time= 5.9 min ( 768.5 -762 .6 ) # Invert 1 347.98' Elevation (feet) 347.98 352.25 353.00 # Routing 1 Primary Avail.Storage Storage Description 0.163 af Custom Stage Data Listed below Inc .Store (acre-feet) 0.000 0 .011 0.152 Invert 348.00' Cum.Store (acre-feet) 0 .000 0.011 0.163 Outlet Devices 8.0" x 3.0' long Culvert RCP , sq.cut end projecting, Ke= 0.500 Outlet Invert= 347 .98' S= 0.0067 '/' n= 0.013 Cc= 0.900 2 Secondary 352.60' 24.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0 .80 1.00 Coef. (English) 2.80 2.92 3 .08 3 .30 3.32 Primary OutFlow Max=3 .52 cfs@ 12 .11 hrs HW=352.71' (Free Discharge) L1=Culvert (Inlet Controls 3.52 cfs@ 10 .1 fps) SecondaryOutFlow Max=2.43cfs@12.11 hrs HW=352.71' (Free Discharge) L2=Broad-Crested Rectangular Weir (Weir Controls 2.43 cfs@ 0 .9 fps) CS LOFT Type II 24-hr 50-YEAR Rainfa/1=9 .80" Prepared by HydroCAD SAMPLER 1-800-927-7246 www .hydrocad.net Page 18 HydroCAD® 7 .00 s/n 000000 © 1986-2003 Applied Microcomputer Systems Iii ..... ~ 3: 0 Li: 11 - 10 9 8 6 5 4 3 2 Pond 2P: Parking Lot Detention Hydrograph Inflow 'Area..:.o.850 a Peak Elev=352_. 71 ': Storage70.104-af ·! ~ . ~ ---, -- o~~~~~~~~~~~~~~~ " 0 1 2 3 4 5 6 7 8 9 10 11 12 13 20 21 22 23 24 353 352- ~ 351 ~ c 0 :;::; cu > iil 350 349- Time (hours) Pond 2P: Parking Lot Detention Stage-Discharge ... ___ ·--··-__ ,_ . . 348-·,._,_..,........,.....,.,.;..,....,....,...,,....,... ....... .....,....,........,.........,....., ........ ,....,....,....,.;......,.. ........ _,.;..,....,.....,..,....,,.;-,-,...............-..,.......,.....,....,...., ........ ,....,....,........~ 0 2 4 6 8 10 12 14 16 18 20 Discharge (cfs) D Inflow D Outflow D Primary D Secondary • CS_LOFT Type II 24-hr50-YEAR Rainfal/=9.80" Prepared by HydroCAD SAMPLER 1-800-927-7246 www .hydrocad .net Page 19 HydroCAD® 7 .00 s/n 000000 © 1986-2003 Applied Microcomputer Systems 353 352 ~ 351 ~ c: 0 :; > iii 350 349 Pond 2P: Parking Lot Detention Stage-Area-Storage Data 348~,..,...,...,.;,..., ................................. ...,.....:......,.~ ......... _;,. ......... .,.:,.. ........ ..-.... ......... ,..;,...,...,..,...,..;,..,..,...,.....:......,. .................. ...,.:,...~..,..;.,....,...,....,.. ................ .;..../ 0 0.01 0.02 0.03 0.04 0.05 0.06 0.07 0.08 0.09 0.1 0.11 0.12 0.13 0.14 0.15 0.16 Storage (acre-feet) ID S torage ~ • CS_LOFT Type 1124-hr 100-YEAR Rainfal/=11 .00" Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad .net Page 20 HydroCAD® 7 .00 s/n 000000 © 1986 -2003 Applied Microcomputer Systems Time span=0 .00-24.00 hrs , dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method , UH=SCS Reach routing by Star-Ind+ Trans method -Pond routing by Star-Ind method Subcatchment 1 S: Developed Site Subcatchment 4S: Exist Site Runoff Area=0 .850 ac Runoff Depth=10 .00" Tc=10 .0 min CN=92 Runoff=11.57 cfs 0 .709 af Runoff Area=0 .850 ac Runoff Depth=8 .05" Flow Length=150' Tc =16 .7 m in CN=77 Runoff=8 .24 cfs 0.570 af Pond 2P: Parking Lot Detention Peak Elev=352.76 ' Storage=0 .114 af lnflow=11 .57 cfs 0 .709 af Primary=3 .54 cfs 0 .653 af Secondary=4.34 cfs 0 .055 af Outflow=7 .87 cfs 0 .708 at Total Runoff Area= 1.700 ac Runoff Volume= 1.279 af Average Runoff Depth= 9.03" _, fu'1o J/ t_ z'/ t' f s Lv:15I ::: / 12 ~"1c> If 7 _ e7 els .Oev -- J'lsSt..lP'fe e x1$-I 12 57,vt 15 N~r !'ul/ CS_LOFT Type II 24 -hr 100-YEAR Rainfal/=11 .00" Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad .net Page 21 HydroCAD ® 7 .00 s/n 000000 © 1986-2003 Applied Microcomputer Systems Subcatchment 1 S: Developed Site Runoff = 11 .57 cfs @ 12 .01 hrs , Volume= 0 .709 af, Depth=10 .00" Runoff by SCS TR-20 method , UH=SCS , Time Span= 0.00-24 .00 hrs, dt= 0.01 hrs Type II 24-hr 100-YEAR Rainfall=11 .00" Area (ac) CN Description 0.850 92 Urban commercial , 85% imp , HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Minimum Tc Subcatchment 1 S: Developed Site Hydrograph 11 ·Type -ll24-~hr tOO-iY~AR --,- 10 . Ra"i!nfall=11.oo·~ , · ; 9 ,... --R-tihoff Area-*=O +s~o -~c j--· a ---Runoff voiume=o.-1091 af ~ 7 · _ R_~hott oe:pth=~ o ~oi)~· + £ 6 .·· __ Tc~10..0 min · · .:. , __ s . ..-CN : 9.2 --: . ;= . --,---··,-·-i : ' : : ' ' • : I -----:----1 -- 2 --.---i· -.. ---I.. - - --,.----- o ~~~~.~~.:2~.~~.~~ 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) JD Runoff I • CS LOFT Type 1124 -hr 100-YEAR Rainfa/1=11 .00" Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net Page 22 HydroCAD® 7.00 s/n 000000 © 1986-2003 Applied Microcomputer Systems Subcatchment 4S: Exist Site Runoff = 8.24 cfs @ 12.08 hrs , Volume= 0 .570 af, Depth= 8.05" Runoff by SCS TR-20 method , UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100-YEAR Rainfall=11 .00" Area (ac) CN Description 0.850 77 Low Density Residential (typ 84) Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16. 7 150 0 .0100 0.1 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 4 .50" Subcatchment 4S: Exist Site Hydrograph 9 /' ID Run off I 8 ·< --Typell 2-4-~hri-1 -00-~YEAR --~-- ' ' ' . -Ra(nfall:=11.00" 7-' . . . . ' .-~u~off Area~0~850 ac . 6 · · ~unoff Vo!lutne=0.570 af -----; .;. -;,. -_, ~ ~ 5 ·· Rupoff beptti=B.05'' ~ 4 f:'lo'.W .L0;ngth=150' : ' : ' .. -r;c~16.7 , min · 3 ___ CN?77 2 /, : 0 . ' ' 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) • CS_LOFT Type 1124-hr 100-YEAR Rainfal/=11 .00" Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net Page 23 HydroCAD® 7 .00 s/n 000000 © 1986-2003 Applied Mic rocomputer Systems Inflow Area= Inflow = Outflow = Primary = Secondary= Pond 2P: Parking Lot Detention 0.850 ac , Inflow Depth= 10 .00 " 11 .57 cfs @ 12.01 hrs , Volume= 7 .87 cfs@ 12 .09 hrs , Volume= 3.54 cfs @ 12.09 hrs , Volume = 4 .34 cfs @ 12.09 hrs , Volume= for 100-YEAR event 0 .709 af 0 . 708 af, Atten= 32%, Lag= 5.1 min 0 .653 af 0 .055 af Routing by Star-Ind method, Time Span= 0 .00 -24 .00 hrs , dt= 0.01 hrs Peak Elev= 352 .76'@ 12 .09 hrs Surf.Area= 0 .000 ac Storage= 0 .114 af Plug-Flow detention time= 6 .4 min calculated for 0 .708 af (100% of inflow) Center-of-Mass det. time= 5.8 min ( 765 .6 -759 .8 ) # Invert 1 347 .98' Elevation (feet) 347.98 352.25 353 .00 # Routing 1 Primary Ava il.Storage Storage Descript ion 0.163 af Custom Stage Data Listed below Inc.Store (acre -feet) 0 .000 0 .011 0 .152 Invert 348 .00' Cum.Store (acre-feet) 0 .000 0 .011 0.163 Outlet Devices 8.0" x 3.0' long Culvert RCP , sq .cut end projecting , Ke= 0 .500 Outlet Invert= 347 .98' S= 0.0067 '/' n= 0.013 Cc= 0.900 2 Secondary 352 .60' 24.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0 .80 1.00 Coef. (English) 2.80 2 .92 3.08 3.30 3 .32 Primary OutFlow Max=3 .54 cfs@ 12 .09 hrs HW=352 .76' (Free Discharge) 't._1 =Culvert (Inlet Controls 3.54 cfs @ 10 .1 fps) Secondary OutFlow Max=4 .29 cfs@ 12 .09 hrs HW=352 .76' (Free Discharge) 't._2=Broad-Crested Rectangular Weir (Weir Controls 4.29 cfs@ 1.1 fps) CS_LOFT Type 1124-hr 100-YEAR Rainfa/1=11.00" Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net Page 24 HydroCAD ® 7.00 s/n 000000 © 1986-2003 Applied Microcomputer Systems :§' .£. 3: 0 Li: 1 2 ~ .· 11 7:. 6-: 5.: 4 - 3.: 353 352 ~ 35 1 ~ c: 0 :; > d:i 350 349 Pond 2P: Parking Lot Detention Hydrograph lnflow :Area"'70 ~850 .a Peak l;J~v=3c52. 7.6' Storaae=0'.1-14 af _ ;----~----"· --------~----~--.l.zE cfs ' ~ ' ' _... --··-----· ... ____ _, ____ .,. ____ ~ ____ ...; __ ------'-- 123456 7 8 I I I 10 11 12 13 14 15 16 17 18 19 Time (hours) Pond 2P: Parking Lot Detention Stage-Discharge 24 348~~~,.;...,..........-........ ,........ .................................................. ..,..:....,.........,....,.....,.,.:..,....,..,....,,.....,...,.......,..........-'-T"".,....,.....,....,-,.,....,.........,. ........ _,......,,,, 0 2 4 6 8 10 12 14 16 18 20 Discharge (cfs) Inflow Outflow D Primary D Seco ndary .. ' . CS LOFT Type 1124-hr 100-YEAR Rainfal/=11 .00" Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net Page 25 HydroCAD® 7.00 s/n 000000 © 1986-2003 Applied Microcomputer Systems 353 352 :g-35 1 ~ c: ~ .. > ~ 350 349 Pond 2P: Parking Lot Detention Stage-Area-Storage ~:;::;:::;:;z;:;::.:;:C ~us~to~m~S:rag~e~oa~~~a :......,....;.;:.,........,...;.;.,_,...,..:;:._...,.....;.;~.,.....;;.:.,._,_~~~~_:_~.:;.:._--'.;:._~.:..__.:::_,, 348-f I I I 0 0 .01 0.02 0 .03 0 .04 0 .05 0 .06 0 .07 0.08 0 .09 0.1 0 .11 0 .12 0 .13 0 .14 0 .15 0 .16 Storage (acre -feet) I 0 Storage I KLOTZ ASSOCIATES, INC CONS U L TIN G ENGINEERS Memo of-o3--:r'l To: From: Spencer Thompson (Public Works, Engineering) John D. Gerdes , P.E. Date: December 17, 2003 Re: The Warehouse Apartments(15101) -Fire Flow Analysis 11 60 Da iry Ashford Suite 500 Houston, Texas 77079 281-589-7257 281-589-7309 Fax email @ klotz.com The Fire Flow Analysis previously submitted to the City of College Station was designed using the City's guidelines. At your request, Klotz Associates has checked the design against the 2000 International Fire Code . According to the information provided by Hill & Frank Architects, the building is type V-A construction and has a total area of 63 ,896 SF. Please refer to the attached copy of Table B105 .1 of the 2000 International Fire Code to see that the fire flow for this building is 4 ,500 gpm. With the 50 % reduction allowed by the Fire Marshall that brings the fire flow down to 2 ,2 50 gpm . The City 's standard that Klotz Associates used in the Fire Flow Analysis is more stringent with a required minimum fire flow of 2,500. The Fire Flow Analysis previously submitted to the City of College Station exceeds the requirements of the 2000 International Fire Code . If you have any question, please feel free to call me at (281) 589-7257 . Attachment Page I ' \ ( . v .'PENDIX 8 -FIRE-FLOW REQUIREMENTS FOR BUILDINGS TA BLE B 105.1 MINIMU M REQUIRED FIRE FLOW AND FL OW DURATIO N FO R BUILD ING S FIRE AREA (square feet) FIRE FLOW FLOW Type IA and 18° Type llA and lllA" Type IV and V-A 0 Type 118 and 1118° Type v-0• (gallons per minute)b OUFlATION (hours) 0-22.700 0-!2,700 0-8,200 0-5.900 0-3,600 1.500 22 ,701-30,200 12 ,701-17 ,000 8.201-10.900 5,90 I-7 .900 3,601-4,800 1,750 30,201-3 8,700 17,001-21,800 10,901 -12,900 7,901-9,800 4,801-6,200 2,000 2 38,701-48,300 21,801-24,200 12,901 -17.400 9.801-12,600 6,201-7,700 2,250 48,301-59 ,000 24,20 1-33,200 17,401-21.300 12 ,601-15,400 7,701-9,400 2,500 59,001-70,900 33.201-39,700 21,301-25.500 15,401 -18,400 9,401-11.3 00 2,750 70 ,901-83,700 39,701-47, 100 25,501-30.100 18,401-21 ,800 11 ,301-13,400 3 ,000 83,701-97,700 47 .101-54.900 30,101-35.200 21 ,801-25 ,900 13,401-15.600 3,250 3 97,701-112,700 54,901-63,400 35 ,20 1-40.600 25,901-29,300 15,601-18,000 3,500 I ! 12 .701-128 ,700 63,401-72,400 40 ,60 1-46,400 29,301 -33.5 00 18,001-20,600 3,750 128.701 -145 ,900 72,401-82.100 46,401-52.500 33.501-37,900 20,601-23,300 4,000 145 .90 1-164 .200 82 .101-92,400 <;? <;{)(.<;Q 'l()() 37,901-42.700 23,301-26,300 d ?<;O 164 ,20 1-183,400 92,401-103, 100 59 , 101-66.000 42,701-47 ,700 26Jo1-29,300 I 4,500 I 183,401-203,700 103.101-114.600 66 ,001-73.300 47,701-53 ,000 29,301-32,600 4,750 203 ,701 -225 ,200 114 ,6 01-126,700 73.301 -81.100 53.001-58 .600 32.601-36,000 5 .000 225 .201-247,700 126,701-139,400 81,101-89.200 58.601-65,400 36.001-39,600 5.250 247 .701-271,200 139,401-152.600 89.201-97 .700 65,40 I-70,600 39 .601-43,400 5.500 27 i.201-295,900 152.601-166.500 97 .70 1-IC6 .500 70 601-77 ,000 43,401-47,400 5,750 _J - i06.501 -l 15 800 ! 295 ,901-Greater 165,50 I -Greater ii.ca; _;;3, 10 0 47,401-51,500 6,000 4 --115 ,801-125.500 I S.i.701-90.600 51.501-55,700 6,250 --125.501 -135.500 90 .6 0 1-9 7 .900 55,701-60 .200 6,500 -- --135 .501-145 .800 97 .901-106 .800 60 .201-64.800 6,7 50 145.801-156.700 106 .80 1-113 .200 64,801-69,600 . i ,000 --- --156 .701-167.900 11 3.201-12!,300 69.601-74,600 7 ,250 --167 .90 1-179 ..lOO 121.3 01 -1 29.600 74,60 1-79,800 7.500 --179.4 0 1-191 .400 12 9 ,60 1-138,3 00 79,801-85,100 7,750 I --191,40 I -Greater 138 .30 I-Greater 85 .101-Greater 8.000 For SI : I square foot= 0 .0929 m2, I gal lon per minute= 3 .785 Um, I pound per sq uare in ch= 6 .895 kPa. a . Types of construction are based on the /111ernatio11a l Bui ldin g Code . b. Measured at 20 psi . 358 2000 INTERN A TIONAL FIRE COD E® l 12/17/2003 11:52 2815897309 KLOTZ ASSOCIATES, INC. C0N$1,J l l l N G E NGIN EE~S Memo KLOTZ ASSOCIATES To: From: Spencer Thompson (Public Works, Engineering) John D. Gerdes, P .E . Date: December 17, 2003 Re: The Warehouse Apartments( 15101) -Fire Flow Analysis PAGE 02 I 160 Dairy Ashford Suite 500 Houston, Texas 77079 281-589-7257 281 ·589-7309 FalC: ernail@klotz.com The Fire Flow Analysis previously submitted to the City of College Station was designed using the City's guidelines. At your request, Klotz Associates has checked the design against the 2000 International Fire Code. According to the information provided by Hill & Frank Architects, the building is type V-A construction and has a total area of 63,896 SF. Please refer to the attached copy of Table B 105 .1 of the 2000 International Fire Code to see that the fire flow for this building is 4,500 gpm. With the 50% reduction allowed by the Fire Marshall that brings the fire flow down to 2,250 gpm. The City's standard that Klotz Associates used in the Fire Flow Analysis is more stringent with a required minimum fire flow of 2,500. The Fire Flow Analysis previously submitted to the City of College Station exceeds the requirements of the 2000 International Fire Code. If you have any question, please feel free to call me at (281) 589-7257. Attachment Pagel 1 2 /1 7/2 00 3 11:52 2 815897 309 KLO TZ ASS OCIATE S PAGE 03 .1 PE NOIX B --F1RE·FLOW REQUIREMENTS FOR BUILDINGS TA B LE B10S.1 MINIMUM REQUIRED FIRE FLOW A ND FLOW DURATION FOR BUILDINGS f'IRE AFIE.\ (tq1.1t1•• fHt) FI RE l'LOW Fl.OW llllMI IA lll1d 19" Type liA and lllA" TYP. IV •n d V-A" Type 11 8 and 1119• Typ•V·S" (gallon• p., minute)~ DURATION (l\OUl'I) 0.22,700 c .:1.1 00 0-8,200 ().5 ,900 0-3.600 l,500 22 . 701-30.200 12 701 -17 ,000 8,201 ·10 .900 5.901 -7,900 3,601-4,800 1.7SO 30,201-3 8. 700 17 ,00 1-21.800 10 901-12 ,900 7,901·9 ,800 4,801 -6 200 2,000 .. 38,701-48,300 21,801 -24 ,200 12 ,901 -17.400 9,801 -12,600 6,201 -7,700 2.250 2 48.301 -.59 ,000 24,201-33.200 17,401 -21.300 12 ,601 -1.5 ,400 7,701-9.400 2,.500 59 ,001 -70,900 33 ,201 -39,700 21,301 -25 . .500 1.5,401-18 400 9.401-11.300 2.7.50 70,901-83,700 39,701-47,100 25 ,501-30.100 18 401 -21.800 11,301 -13 .400 3 000 83,701-97,700 47 ,101-54.900 30.101°35 .200 21,801 -25 ,900 13.401 -15 .600 J,250 97 ,701 -112,700 54,90 t-63,400 35 .201 -40.600 25.901 -29.300 3 15 ,601-18.000 3,500 l12,70l-128,700 63,40 l • 72,400 40,601-46,400 29,301 -33 ,500 18 ,001 -20,600 3,750 128.7 01 -145 ,900 72 ,401 -82 ,100 46.401 -n.500 33 .501 -37 ,900 20,601-23.300 4,000 145 .901 -164 .200 82 , 101-92 .400 ._., "n1 • .c:o :1M 37 ,9Ql-42 .7 00 23 ,301 -26,300 .d. ')<;{) 164 ,201 -183.400 92 ,401-103 , 100 59 I 01-66.000 42 ,701 -47 ,700 26,301-29.300 I 4,500 I 183.401-203,700 103 ,101·114 600 66 001 -73,300 47 ,70 1-53 ,000 29 ,301 -32 600 4 ,750 203 ,701 ,225,200 114 .601-126.700 73 .301-81.100 53 .001 -58 ,600 32 .601 -36 ,000 5,000 .. 225.201 -247 ,700 126.701-139 400 81,101 -89 .200 SB .601 -65 ,400 36 .00 1-39 ,600 S.2SO 247.701 -271.200 139.401-152.600 89.201 -97 .700 65 ,40 I· 70 .600 39 ,601-43 ,400 5,500 27 l.201-295,900 152.601-166 ,500 97.701 -106.500 7060 1-77,000 43 ,401-4 7,400 5,7.50 -- 295 ,901 -Greater 16 5,50 I -Greater 106 ,501 -115 ,800 ii,001-83 .7 00 ·47.40 1-51.500 6000 4 --115 ,801 -12 5.500 83,701 -90.600 51..501 -55,700 6,250 --125 .501 -13 5.500 90 .601 -97 .900 55.70 1-60 .200 6,.500 --135 .501 -145.800 97 .QO J-106 .800 60 ,201 -64 .800 6,750 J45 .801 -1S6 .700 106.801 -·l 13 .200 64 .80 1-69 .600 . 7000 --- --156 ,701-16 7.900 11 3,201 ·12 1.300 69 ,601 -74 600 7,250 --167 .90 l-J 79 AOO l 2.l.301-129.600 74 ,60 1-79 ,800 7.500 --l 79 .JOl -191.400 129 ,601-138.300 79 .801 -85 .100 7,750 --191 ,40 ! ·Greater 138.30 I -Greater 85 . I 0 I -Greater 8.000 For SI; I squ~ foo< "'0.0929 m2, I gallon per minute "' 3 .785 Um, I pound pe r ~ua.re incl\= 6 .8 95 I;.!'~. a. Types of con$truc ti on a.re based Oc'l lM fri1un cHiorwl 8 11i/ding Code . b. Mc;isuct:d al 20 ps i. . ·' 358 2000 INTERNATIONAL FIRE COOEe 12/12/2003 10 :00 2815897309 KLOTZ ASSOCIATES , INC <;:ONSU L TIN G EN GINE ER~ Fax To : Spencer Thompson Fax: 979-764-3496 Phone: 979-764-3570 Re: Development Permit oUrgent D For Review KLOTZ ASSO CIATE S PAGE 01 l l 60 Dairy Ashf~d Suite: 500 Houston , Texas 77079 281-589-72.57 281-589-7309 Fax email @kl otz .com From: Jeff McDonald Pages : 3 Date: 12-12-03 Project: The Warehouse Apartments (15101) D Please Comment O Please Reply 181 Please Call Attached is the development permit. The Architect told me that they filled out the first page when they were up there day before yesterday. Page I 12/1 7/20 03 11 :52 2815897 30 9 KLOTZ ASSOCIATES, I NC CO NS UL T I N G E N G I N EERS Fax To: Spencer Thompson Fax: 979-764-3496 Phone: 979 -764-3570 Re: Fire Flow Analysis D Urgent D For Review KLOT Z AS SOCIAT ES PAG E 01 1160 Dairy Ashford Sui te 500 Houston , Texas 77 079 281 -589-72 57 28 1-5 89-7309 Fax ema iJ@klo tz .com From: JeffMcDon ald Pages: 3 Date: 12 -17-03 Project: The Warehouse Apartments (15101) D Please Comment D Please Reply ~ Please Call Attached is the addendum concerning the Fire Flow Analysis. I talked to the engineer about your question about the vertical bend in the profile of the water line. He told me that the bend in the water line was supposed to be a change of only 1 degree which is an allowable bend to be gotten from the pipe and fittings . It looks extreme in the profile because of the scale and it is shown happening at once in one place. Please call me if you have any more questions. Page 1 12/12/2003 10:15 2815897309 KLO TZ ASSOCIATES PAGE 02 FOR OFFICE USE ONLY Case No. ________ _ Date Subrnlttect DEVELOPMENT PERMIT MINIMUM SUBMITTAL REQUIREMENTS D $200 .00 development permit fee. D Drainage and erosion control plan, with supporting Drainage Report two (2) copies each D Notice of Intent (N.0.1.) if disturbed area is greater than 5 acres Date of *Required Preapplication Conference: ___________________ _ *(Required for areas of special flood hazard) LEGAL DESCRIPTION--------------------------- APPLICANT'S INFORMATION (Primary Contact for the Project): Name E-Mail Street Address C ity State Zip Code Phone Number Fax Number PROPERTY OWNER'S INFORMATION : Name E-Mail Street Address City State Zip Code Phone Number Fax N umber ENGINEER'S INFORMATION: Name KLOTZ ASSOCIATES. INC. John D. Gerdes, P.E . E-Mail __ ._.io-..h ..... n ...... g,...e..._r=de.;:;..;s=--@.......,kl=-o .... tz-..c .... o_.m......_ __ Street Address 1160 Dairy Ashford. Suite 500 City Houston State Texas Zip Code 77079 Phone Number (281) 589-7257 Fax Number (281) 589·73QQ Application is hereby made for the following development specific site/wateiway alterations : ACKNOWLEDGMENTS: I, John D. Gerdes, P.E., design engineer, hereby acknowledge or affirm that: The information and conclusions contained in the above plans and supporting documents comply with the current requirements of the City of College Station. Texas City Code. Chapter 13 and its associated Drainage Policy and Design Standards. ---;/7~~ /?t! ~ 6/13/03 1 of 2 12/12/20 03 10 :15 28 1 58 97 309 KLOT Z ASS OCIA TES PAG E 03 As a condition of approva l of this permit application , I agree to construct the improvements proposed in this application according to these documents and the requirements of Chapter 13 of the College Station City Code Contractor CERTIFICATIONS: . ~~ A I, John D. Gerdes, P .E., certify that any nonresidential structure .eft..er proposed to be on this site as part of this application is designated to prevent damage to the structure or its contents as a result of flooding from the 100-year storm. Date B. I, John 0. Gerdes, P.E., certify that the finished floor elevation of the lowest floor. Includ ing any basement, of any residential structure, proposed as part of this application is at or above the base flood elevation established in the latest Federal Insurance Administration Flood Hazard Study and maps, as amended _ (Provided the survey data and FEMA maps are accuratep 0 ~~/6 ___ l_Z.--'--/i_f/--_CJ3 ____ _ ~ Date r :. I , John D. Gerdes, P .E ., certify that the alterations or development covered by th is permit shal! not diminish the flood -carrying capacity of the waterway adjoining or crossing this permitted site and that such alterations or development are consistent with requirements of the City of College Station City Code, Chapter 13 concerning encroachments of floodways and of floodways fringes. (Provided the site is built per the engineered pla~ ~~a / 2 -//-o 3 Date D. I, John D. Gerdes, P.E .. do certify that the proposed alterations do not raise the level of the 100 year flood above elevation established in the latest Federal Insurance Administration Flood Hazard Study. (Prov ided the s ite is built per the engineered plans~ ~J2~~. ___,lc'"'---'--1, ............ l'-_~_3 ___ _ ~ Date Conditions o r comments as part of approval : ------------------~--~- In accordance with Chapter 13 of the Code of Ord in ances of the City of College Station , measures shall be taken to insure that debris from construction, erosion , and sed imentation shall not be deposited in city streets, or existing drainage facilities. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer for the above named project. All of the applicable codes and ordinances of the City of College Station shall apply. 6/13/03 2 of 2 12/12/2003 10:00 2815897309 KLOTZ ASSOC I ATES PAGE 02 ~-v FOR OFFICE USE ONLY Case No ·--------~-• Date Submitted" ' Ctl I I 1 .( 'J '\ f tt )'\ DEVELOPMENT PERMIT MINIMUM SUBMITTAL REQUIREMENTS D $200 .00 development permit fee . D Drainage and erosion control plan, with supporting Drainage Report two (2) copies each D Notice of Intent (N.0 .1.) If disturbed area is greater than 5 acres Date of *Required Preapplication Conference: ___________________ _ *(Required for areas of special flood hazard) LEGAL DESCRIPTION ~~-----~~------~-------~----~ APPLICANT'S INFORMATION (Primary Contact for the Project): Name E-Mail Street Address C ity State Zip Code Phone Number Fax Number PROPERTY OWNER'S INFORMATION: Name E-Mail Street Address City State Zip Code Phone Number Fax N u mber ENGINEER'S INFORMATION: Name KLOTZ ASSOCIATES. INC. John D. Gerdes, P.E. E-Mail __ ...,.jo __ h ..... n ...... g .... e-..r"""'d ... e....,s .... @;o,;;,k=lo..._.tz~.c=oc:..:mc.;;___ __ Street Address 1160 Dairy Ashford. Suite 500 C ity ___ ____.H..:.,;o=u=s...,to""n:...:_.... ____ State ___ T"--'e=x=a=s __ _ Zip Code ____ 1_1...;:0"""1..,_9 __ _ Phone Number ___ ......,....(-=2=8~1 )"-'5=8=9-....-7;..::2=5'-'-7 ___ _ FaxNumber ___ ........,.(2=8 .... 1~> ..... 58=9~-~73=0~9'----- Application is hereby made for the following development specific site/waterway alterations : ACKNOWLEDGMENTS: I , John D. Gerdes, P.E., design engineer, hereby acknowledge or affirm that: The information and conclusions contained in the above plans and supporting documents comply with the current requirements of the City of College Station , Texas City Code . Chapter 13 and its associated Dra inage . Policy and_ Design Standards. ---;;?'~~ /?£ folneer 6/13103 1 of 2 12/12/2 00 3 10 :00 281589730 9 KLOTZ ASSOC I ATES PAGE 03 As a condition of approval of this permit application , I agree to construct the improvements proposed in this application according to these documents and the requirements of Chapter 13 of the College Station City Code Contractor CERTIFICATIONS: . ~& A . I, John D. Gerdes, P.E .. certify that any nonresidential structure~ proposed to be on this site as part of this application is designated to prevent damage to the structure or its contents as a result of flooding from the 100-year storm . Date B. I, John D. Gerdes, P.E., certify that the finished floor elevation of the lowest floor, including any basement, of any residential structure , proposed as part of this application is at or above the base flood elevation established in the latest Federal Insurance Administration Flood Hazard Study and maps, as amended . (Provided the survey data and FEMA maps are accurate)::? fr, ~~lj. ~/.~Z-~~-'o~3~~~~ ~ Date r. I, John D. Gerdes, P.E., certify that the alterations or development covered by th is permit shall net diminish the flood-carrying capacity of the waterway adjoining or crossing this permitted site and that such alterations o r development are consistent with requirements of the City of College Station City Code, Chapter 13 concerning encroachments of floodways and of floodways fringes. (Provided the site is bu ilt per the engineered plan~ ;;£:L~a / 2-/1'-o 3 Date 0 . I, John D. Gerdes, P.E ., do certify that the proposed alterations do not raise the level of the 100 year flood above elevation established in the latest Federal Insurance Administration Flood Hazard Study. (~ov i ded the site is built per the engineered plans~ ~2c::J</.~ ~/L~~t~~-~-3~~~~ ~ Date Conditions or comments as part of approval : ----------------------- In accordance with Chapter 13 of the Code of Ordinances of the City of College Station , measures shall be taken to insure that debris from construction , erosion , and sed i mentation shall not be deposited in city streets , or ex isting d rainage facilit ies. All development shall be in accordance with the plans and specifications submitted to and approved by the City Eng ineer for the above named proj ect. All of th e app li cable codes and ordinances of t he City of College Station shall apply . 6/13/03 2 of 2 FOR OFFICE USE ONLY Date Submitted DEVELOPMENT PERMIT MINIMUM SUBMITTAL REQUIREMENTS 0 $200 .00 development permit fee . 0 Drainage and erosion control plan , with supporting Drainage Report two (2) copies each 0 Notice of Intent (N .0 .1.) if disturbed area is greater than 5 acres Date of *Required Preapplication Conference: ___________________ _ *(Required for areas of special flood hazard) LEGAL DESCRIPTION--------------------------- APPLICANT'S INFORMATION (Primary Contact for the Project): Name E-Mail Street Address City State Zip Code Phone Number Fax Number PROPERTY OWNER'S INFORMATION : Name E-Mail Street Address City State Zip Code Phone Number Fax Number ENGINEER'S INFORMATION: Name KLOTZ ASSOCIATES, INC. John D. Gerdes, P.E. E-Mail ___ jo_h_n~.g~e_r_d_e_s@~k_lo_tz_._c_o_m __ _ Street Address 1160 Dairy Ashford, Suite 500 City Houston State Texas Zip Code 77079 Phone Number (281) 589-7257 Fax Number (281) 589-7309 Application is hereby made for the following development specific site/waterway alterations: ACKNOWLEDGMENTS: I, John D. Gerdes, P.E., design engineer, hereby acknowledge or affirm that: The information and conclusions contained in the above plans and supporting documents comply with the current requirements of the City of College Station , Texas City Code, Chapter 13 and its associated Drainage Policy and Design Standards. ~~/?[ 1neer 6/13/03 1 of 2 As a condition of approval of this permit application , I agree to construct the improvements proposed in this application according to these documents and the requirements of Chapter 13 of the College Station City Code Contractor CERTIFICATIONS: A. I, John D. Gerdes, P.E., certify that any nonresidential structure ~~roposed to be on this site as part of this application is designated to prevent damage to the structure or its contents as a result of flooding from the 100-year storm . /2 -1/-0~ Date B. I, John D. Gerdes, P.E., certify that the finished floor elevation of the lowest floor, including any basement, of any residential structure , proposed as part of this application is at or above the base flood elevation established in the latest Federal Insurance Administration Flood Hazard Study and maps, as amended . (Provided the survey data and FEMA maps are accuratey 0 ~2C4/6 _1_z.~-/1_,0_3 ____ _ ~ Date C. I, John D. Gerdes, P.E., certify that the alterations or development covered by this permit shall not diminish the flood-carrying capacity of the waterway adjoining or crossing this permitted site and that such alterations or development are consistent with requirements of the City of College Station City Code, Chapter 13 concerning encroachments of floodways and of floodways fringes. (Provided the site is built per the engineered plan~& ~~~/6 _/~2 -~//.--0 ~3 ___ _ ~ Date D. I, John D. Gerdes, P .E., do certify that the proposed alterations do not raise the level of the 100 year flood above elevation established in the latest Federal Insurance Administration Flood Hazard Study . (jlrovided the site is built per the engineered plans~& ~£?~E. _lz~-~-/-6_3~---~ Da~ Conditions or comments as part of approval : ----------------------- In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion , and sedimentation shall not be deposited in city streets, or existing dra in age facilities. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer for the above named project. All of the applicable codes and ordinances of the City of College Station shall apply. 6/13/03 2 of 2 ,-FOR OFFICE USE ONLY CASE NO.: (/):?-;:JJ.;} DATE SUBMITTED: /0-/.../....-1J3 3:1~ DESIGN DISTRICT SITE PLAN REVIEW APPLICATION Design Review Board I {Check one) ~ NG-1 D NG-2 D NG-3 D WPC Dov MINIMUM SUBMITTAL REQUIREMENTS X Special District site plan application completed in full. Z $200.00 Application Fee . See Bridgette ...d_.$200.00 Special District Review Fee (not required for OV district) _L $200.00 Development Permit Application Fee. _/'_ $600.00 Public Infrastructure Inspection Fee if applicable. (This fee is payable if construction of a public waterline, sewerline, sidewalk , street or drainage facilities is involved .) _x_ Ten (10) folded copies of site plan, landscape plan, and dimensioned building elevations (including signage) _x_ Color and material samples . _x_A copy of the site plan checklist with all items checked off or a brief explanation as to why they are not checked off. ____x_ Parkland Dedication requirement approved by the Parks & Recreation Board, please provide proof of approval (if applicable). Date of Required Preapplication Conference: ___________________ _ NAME OF PROJECT Cross Street Warehouse ADDRESS Cross Street at College Main LEGAL DESCRIPTION Lots 1. 2. 3. 14. 15. and 16 Boyett. Block 4 APPLICANT/PROJECT MANAGER'S INFORMATION (Primary Contact for the Project): Name Randy Klein. President. Radakor. L.L.C . Street Address _1_7_1 O_D_ro_x_fo_rd ____________ _ City Houston E-Mail Address rklein1710@aol.com Fax Number (713) 782-2626 State TX Zip Code ___ _.:.7~7~00~8~ Phone Number (713) 829-3808 PROPERTY OWNER'S INFORMATION: Name Cross Street 1 L.P. Street Address -'1....:..7-'-1 O~D'"""ro"'"'x"""'fo"'"'rd"--------------City Houston E-Mail Address rklein1710@aol.com Fax Number (713) 782-2626 State TX Zip Code 77008 Phone Number (713) 829-3808 ARCHITECT OR ENGINEER'S INFORMATION : Name Hill & Frank (Garv Hill) Street Address 1800 St. James #205 State TX Zip Code ___ _.:,7....:...7""'05"""'6'-- Phone Number (713) 877-1274 6/13/03 City Houston E-Mail Address garv@hfi-architects .com Fax Number (713) 877-1276 Page 1of6 OTHER CONTACTS (Please specify type of contact, i.e. project manager, potential buyer, local contact , etc.) Name --------------------------------- Street Address -----------------City ---------- State _____ Zip Code _____ _ E-Mail Address ___________ _ Phone Number Fax Number------------- PRESENT USE OF PROPERTY Multifamily (6-plex. 4-plex, and duplex) PROPOSEDUSEOFPROPERTY ~M=i~~~d~us~e~<m~u~lt~W~a_m_ily_an_d_re_~_i_ll _____________ _ VARIANCE(S) REQUESTED AND REASON(S) Requesting to not be required to have an interior parking island due to the size constraints of the sight and cost and difficulty in acquiring additional property . #OF PARKING SPACES REQUIRED Unknown #OF PARKING SPACES PROVIDED --=3c-=..9 __ _ MUL Tl-FAMILY RESIDENTIAL PARKLAND DEDICATION Total Acreage 0.9 acres #of Multi-Family Dwelling Units Floodplain Acreage _O __ _ 43 x $345 = $ -'1-'-4=8-=-35=-------- Housing Units ____ _ --=O'---# of acres in floodplain 0 # of acres in detention ---0 # of 1 Bedroom Units -"--- 21 #of 2 Bedroom Units ~o __ # of acres in greenways 7 # of 3 Bedroom Units --------=O'--_ date dedication approved by Parks Board 15 # of 4 Bedroom Units COMMERCIAL FOR 2 BEDROOM UNITS ONLY Total Acreage _______ _ -=a'---_# Bedrooms = 132 sq. ft . Building Square Feet ____ _ --=o __ #Bedrooms< 132 sq. ft. Floodplain Acreage _____ _ NOTE: Parkland C?edication fee is due prior to the issuance of a Building Permit. The applicant has prepared this application and certifies that the facts stated herein and exhibits attached hereto are true and correct. Signature of Owner, Agent or Applicant Date 6/13/03 Page 2 of 6 J lit( D D DEVELOPMENT PERMIT MINIMUM SUBMITTAL REQUIREMENTS $200 .00 development permit fee . Drainage and erosion control plan , with supporting Drainage Report two (2) copies each Not ice of Intent (N .0 .1.) if disturbed area is greater than 5 acres Date of *Required Preapplication Conference: ~-----------------~ *(Required for areas of special flood hazard) LEGAL DESCRIPTION brs /, '2.,3 . l 'f . I f' /J7vo H ... BU< '-/-W~t:. Bevell GS['Afl:: flln..7t T/d1.J r r 7 1 1 J I APPLICANT'S INFORMATION (Primary Contact for the Project): Name /?!lNP/lU.. /{lEIAJ Jn... {t.11tv~1 J E-Mail !M4kDl<.f-L~ <!.,t.lo/ Qrm Street Address J 71 D Pi<..t> X Fd~ /!) City /faws 71>11 state __ n.L-<...>,----Zip Code 77 IJO _g ___ _ Phone Number (7t3) 8:<9 -3l/Of Fax Number ~{c-1-'-t-=3:._7+-) -=-8'-=-t:,-''f_-_____,.__f -=-.2..::....:1__:1 __ _ PROPERTY OWNER 'S IN FORMATION : Name C/2&55 S7!l.!::ET I I L I e I Street Address '5',(j-M? City .5'/J711G State S~E: Zip Code l:tfn/1::.-____ _ Phone Number )1,d7ut7 Fax Number 5 '1ut ARCHITECT OR ENGINEER'S INFORMATION : Name Kl t>7Z ~~DC/~ ]:NC . E-Mail ~------------ Street Address //ft,o Dftt/l.Y ~l+R>M 1 S'u 17E 5lsD City -/Jtsu,sm/\.J State TK Zip Code 1 1D ?._? ________ _ Phone ~wber (.?-<ti ) 581-7.JS-7 Fax Number{:Z.il) s-89 -130°1 Application is hereby made for the following development specific site /waterway alterations : ACKNOWLEDGMENTS : I, __ , design engine~hereby acknowledge or affirm that: The information and conclusions contained in the above plans and supporting documents comply with the current requirements of the City of College Station , Texas City Code, Chapter 13 and its associated Drainage Policy and Design Standards . C~S5 S7J2€c7 } . L . f . Developmen t Pe rmi t 07 /02 /03 1 of 2 I As a condition of approval of this permit application , I agree to construct the improvements proposed in th is application according to these documents and the requirements of Chapter 13 of the College Station City Code Contractor CERTIFICATIONS: A. I, __ , certify that any nonresidential structure on or proposed to be on this site as part of th is application is designated to prevent damage to the structure or its contents as a result of flooding from the 100-year storm . Engineer Date B. I, __ , certify that the finished floor elevation of the lowest floor, including any basement , of any residential structure , proposed as part of this application is at or above the base flood elevation established in the latest Federal Insurance Administration Flood Hazard Study and maps , as amended . Engineer Date C . I, __ , certify that the alterations or development covered by this permit shall not diminish the flood- carrying capacity of the waterway adjoining or crossing this permitted site and that such alterations or development are consistent with requirements of the City of College Station City Code , Chapter 13 concerning encroachments of floodways and of floodways fringes . Engineer Date D. I, __ , do certify that the proposed alterations do not raise the level of the 100 year flood above elevation established in the latest Federal Insurance Administration Flood Hazard Study. Engineer Date Conditions or comments as part of approval : ------------------------ In accordance with Chapter 13 of the Code of Ordinances of the City of College Station , measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in-city streets , or existing drainage facilities . All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer for the above named project. All of the applicable codes and ordinances of the City of College Station shall apply. Development Perm it 07/02/03 2 of 2