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Home My WebLink About14 Development Permit 474 Holleman Arms ApartmentsACCOUNT NO. ______________ _ 399129 CITY OF COLLEGE STATION $ ,s-00°'1 Q _. ~ RECEIVED OF ~(~ FOR~D..L....,.,CP~~g~~tj--=--t--t,t~~~b:i\~\ -- Paid by_Check l ~'.3:k ash __ THANK YO~ FIRE FLOW ANALYSIS FOR HOLLEMAN ARMS AP ART~1ENTS COLLEGE STATION, TEXAS SEPTEMBER, 1997 SITECH ENGINEERL~G CORPORATION 2202 TIMBERLOCH PLACE #100 THE WOODLANDS, TEXAS 77380 (281) 363-4039 PROJECT NO. 653-001 Sheet1 Mainline P res s ure : 55 Fire Fl ow at: Hydrant No. Hyd rant No . Min P ress Junction Differential 2 3 5 6 7 8 No Fire Flows 53 5 2 2 3 48 .33 3 6.67 xx 2 5 48.49 5 6 .51 x x 2 6 48 .73 6 6 .27 x x 2 7 49 .8 7 5.2 x x 2 8 50.94 5 4 .06 x x 3 5 48 .33 5 6 .67 xx 3 6 48 .32 6 6 .68 x x 3 7 49 .68 7 5.32 x x 3 8 50 .81 3 4 .19 x x 5 6 48 .64 6 6 .36 xx 5 7 49 .79 7 5 .21 x x 5 8 50 .15 5 4.85 x x 6 7 49.29 7 5 .71 xx 6 8 50.44 6 4.56 x x 7 8 50 .33 7 4.67 xx Maximum Pressure Drop 6.68 Page 1 NUMBER 8 2 PRESSURES (psi) 53.56 53.17 NUMBER 7 6 PRESSURES (psi) 50.33 51. 72 S U M M A R Y 0 F I N F L 0 W S A N D 0 U T F L 0 W S (+) INFLOWS INTO THE SYSTEM FROM FIXED GRADE NODES (-) OUTFLOWS FROM THE SYSTEM INTO FIXED GRADE NODES PIPE FLOWRATE NUMBER (gpm) -------------------- 9 1191.54 10 687.96 NET SYSTEM INFLOW = 1879.50 NET SYSTEM OUTFLOW = .00 NET SYSTEM DEMAND = 1879.50 **** KYPIPE SIMULATION COMPLETED **** DATE : 9/ 4/1997 TIME : 9 :34 :26 THE RESULTS ARE OBTAINED AFTER 4 TRIALS WITH AN ACCURACY = .00007 p I p E L I N E R E s U L T s STATUS CODE: xx -CLOSED PIPE FG -FIXED GRADE NODE PU -PUMP LINE CV -CHECK VALVE RV -REGULATING VALVE TK -STORAGE TANK PIPE NODE NOS. FLOWRATE HEAD PUMP MINOR LINE HL/ NUMBER #1 #2 LOSS HEAD LOSS VELO. 1000 (gpm) (ft) (ft) (ft) (ft/s) (ft/ft ------------------------------------------------------------------------------ 1 8 1 -80.04 .05 .00 .00 .51 .28 2 1 2 -82.76 .06 .00 .00 .53 .29 3 2 3 -127.76 .22 .00 .00 .82 .66 4 3 4 -163.76 .14 .00 .00 1. 05 1. 04 5 1 5 -69.28 .06 .00 .0 0 .44 .21 6 5 4 -15 0 .28 .36 .00 .00 .96 .89 7 4 6 -377.04 .80 .00 .00 2.41 4.88 8 6 7 -396.54 2.78 .0 0 .00 2.53 5.35 9-FG 7 0 -1191.54 13.35 .00 .00 7.60 41.08 10-FG 0 8 687.96 1. 41 .00 .00 4.39 14.86 J U N C T I 0 N N 0 D E R E s u L T s JUNCTION JUNCTION EXTERNAL HYDRAULIC JUNCTION PRESSURE JUNCTION NUMBER TITLE DEMAND GRADE ELEVATION HEAD PRESSURE (gpm) (ft) (ft) (ft) (psi) ------------------------------------------------------------------------------ 1 72.00 433.63 311.00 122.63 53.1 4 2 45.00 433.69 311. 00 122.69 53.17 3 36.00 433.92 313.00 120.92 52.40 4 63.00 434 .06 314.00 120.06 52.03 5 81.00 433.69 314.00 119.69 51 .87 6 19.50 434.86 315.50 119.36 51 .7 2 7 795.00 437.65 321. 50 116.15 50.33 8 768.00 433.59 310.00 123.59 53.56 M A X I M U M A N D M I N I M U M V A L U E S P R E S S U R E S DATE = 09-04-1997 JOB NAME = PAGE NO. 36 JUNCTION MAXIMUM JUNCTION MINIMUM DATE = 09-04-1997 JOB NAME = PAGE NO. 1 * * * * * * * * * * K Y P I P E 2 * * * * * * * * * * * University of Kentucky Hydraulic Analysis Program * * Distribution of Pressure and Flows in Piping Networks * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * DATE: 9/ 4/1997 TIME: 10:46 :12 INPUT DATA FILENAME --------------collsta.DAT TABULATED OUTPUT FILENAME --------collsta.OUT POSTPROCESSOR RESULTS FILENAME ---collsta.RES ************************************************ S U M M A R Y 0 F 0 R I G I N A L D A T A ************************************************ U N I T S S P E C I F I E D FLOWRATE ............ =gallons/minut e HEAD (HGL) .......... =feet PRESSURE ............ = psig p I p E L I N E D A T A STATUS COD E : xx -CLOSED PIPE FG -FI XED GRADE NODE PU -PUMP CV -CHECK VALVE RV -REGULATING VALVE LINE PIPE NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS NUMBER #1 #2 (ft) (in) COEFF. COEFF. FGN-HGL (ft) ------------------------------------------------------------------------------- 1 8 1 165.0 8.0 100.00 .00 2 1 2 205.0 8.0 100.00 .00 3 2 3 340.0 8.0 100.00 .00 4 3 4 135.0 8.0 100.00 .00 5 1 5 285.0 8.0 100.00 .00 6 5 4 410.0 8.0 100.00 .00 7 4 6 165.0 8.0 100.00 .00 8 6 7 520.0 8.0 100.00 .00 9-FG 7 0 325.0 8.0 100.00 .00 451.00 10-FG 0 8 95.0 8.0 100.00 .00 435.00 J U N C T I 0 N N 0 D E D A T A M A X I M U M A N D P R E S S U R E S JUNCTION NUMBER 8 7 M I N I M U M MAXIMUM PRESSURES (psi) 52.97 52.74 V A L U E S JUNCTION NUMBER 6 5 MINIMUM PRESSURES (psi) 50.44 51. 08 S U M M A R Y 0 F I N F L 0 W S A N D 0 U T F L 0 W S (+) INFLOWS INTO THE SYSTEM FROM FIXED GRADE NODES (-) OUTFLOWS FROM THE SYSTEM INTO FIXED GRADE NODES PIPE FLOWRATE NUMBER (gpm) -------------------- 9 890.20 10 989.30 NET SYSTEM INFLOW = 1879.50 NET SYSTEM OUTFLOW = .00 NET SYSTEM DEMAND = 1879.50 D A T A C H A N G E S F 0 R N E X T S I M U L A T I 0 N D E M A N D C H A N G E S THE FOLLOWING SPECIFIC DEMAND CHANGE S ARE MADE JUNCTION NUMBER 7 DATE = 09-04-1997 JOB NAME = 8 DEMAND (gpm) 795.00 768.00 ************************************* S I M U L A T I 0 N R E S U L T S ************************************* PAGE NO. 35 ************************************* S I M U L A T I 0 N R E S U L T S ************************************* THE RESULTS ARE OBTAINED AFTER 4 TRIALS WITH AN ACCURACY = .00021 p I p E L I N E R E s u L T s STATUS CODE: xx -CLOSED PIPE FG -FIXED GRADE NODE PU -PUMP LINE CV -CHECK VALVE RV -REGULATING VALVE TK -STORAGE TANK PIPE NODE NOS. FLOWRATE HEAD PUMP MINOR LINE HL/ NUMBER #1 #2 LOSS HEAD LOSS VELO. 1000 (gpm) (ft) (ft) (ft) (ft/s) (ft/ft ------------------------------------------------------------------------------ 1 8 1 221.30 .30 2 1 2 75.53 .05 3 2 3 30.53 .02 4 3 4 -5.47 .00 5 1 5 73.77 .07 6 5 4 -7.23 .00 7 4 6 -75.70 .04 8 6 7 -845.20 11. 31 9-FG 7 0 -890.20 7.78 lO-FG 0 8 989.30 2.77 J U N C T I 0 N N 0 D E R E S U L T S JUNCTION NUMBER JUNCTION TITLE DATE = 09-04-1997 JOB NAME = 1 2 3 4 5 6 7 8 EXTERNAL DEMAND (gpm) 72.00 45.00 36.00 63.00 81. 00 769.50 45.00 768.00 HYDRAULIC GRADE (ft) 431. 93 431.88 431. 87 431.87 431. 87 431. 91 443.22 432.23 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 JUNCTION ELEVATION (ft) 311. 00 311. 00 313.00 314.00 314.00 315.50 321.50 310.00 .00 1. 41 .00 .48 .00 .19 .00 .03 .00 .47 .00 .05 .00 .48 .00 5.39 .00 5.68 .00 6.31 PRESSURE HEAD (ft) PAGE NO. 34 120.93 120.88 118.87 117.87 117.87 116.41 121. 72 122.23 1. 82 .25 .05 .00 .24 .00 .25 21.75 23.94 29.11 JUNCTION PRESSURE (psi) 52.40 52.38 51. 51 51. 08 51. 08 50.44 52.74 52.97 6 7 8 M A X I M U M A N D P R E S S U R E S JUNCTION NUMBER S U M M A R Y 7 8 0 F 19.50 45.00 768.00 435.15 444.50 431.79 315.50 321.50 310 .00 119.65 123.00 121.79 M I N I M U M V A L U E S MAXIMUM PRESSURES (psi) 53.30 52.78 JUNCTION NUMBER 5 4 MINI MUM PRESSURES (psi) 50.15 51. 27 I N F L 0 W S A N D 0 U T F L 0 W S (+) INFLOWS INTO THE SYSTEM FROM FIXED GRADE NODES (-) OUTFLOWS FROM THE SYSTEM INTO FIXED GRADE NODES PIPE NUMBER 9 10 NET SYSTEM INFLOW = NET SYSTEM OUTFLOW = DATE = 09-04-1997 JOB NAME = NET SYSTEM DEMAND = D A T A C H A N G E S FLOWRATE (gprn) 807.64 1071.86 1879.50 .00 1879.50 F 0 R D E M A N D C H A N G E S PAGE NO. 33 N E X T S I M U L A T I 0 N THE FOLLOWING SPECIFIC DEMAND CHANGES ARE MADE JUNCTION NUMBER 6 8 DEMAND (gpm) 769.50 768.00 51. E 53. ~ 52. 'i JUNCTION NUMBER 5 8 DEMAND. (gpm) 831. 00 768.00 ************************************* S I M U L A T I 0 N R E S U L T S ************************************* THE RESULTS ARE OBTAINED AFTER 4 TRIALS WITH AN ACCURACY = .00005 P I P E L I N E R E S U L T S STATUS CODE: XX -CLOSED PIPE CV -CHECK VALVE FG -FIXED GRADE NODE RV -REGULATING VALVE PU -PUMP LINE PIPE NUMBER NODE NOS. #1 #2 1 2 8 1 DATE = 09-04-1997 JOB NAME = 3 2 4 3 5 1 6 5 7 4 8 6 9-FG 7 10-FG 0 J U N c T I 0 N N 0 JUNCTION JUNCTION NUMBER TITLE 1 2 3 4 5 4 6 7 0 8 D E FLOWRATE (gprn) 303.86 -164.72 -209.72 -245.72 396.58 -434.42 -743.14 -762.64 -807.64 1071. 86 R E s u L T s HEAD LOSS (ft) .54 .22 .56 .30 1. 53 2.60 2.83 9.35 6.50 3.21 EXTERNAL HYDRAULIC DEMAND GRADE (gpm) (ft) TK -STORAGE TANK PUMP HEAD (ft) .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 JUNCTION MINOR LOSS (ft) .00 .00 LINE VELO. (ft/s) 1. 94 1. 05 PAGE NO. 32 .00 1. 34 .00 1. 57 .00 2.53 .00 2.77 .00 4.74 .00 4.87 .00 5.15 .00 6.84 PRESSURE ELEVATION HEAD (ft) (ft) HL/ 1000 (ft/ft 3.27 1. 05 1. 65 2.21 5.36 6.34 17.14 17 .98 19.99 33.77 JUNCTIOli PRESSURE (psi) -----------------------------------------------------------------------~------ 1 72.00 431. 25 311.00 120.25 52.11 2 45.00 431. 4 7 311.00 120.47 52.20 3 36.00 432.03 313.00 119.03 51. 58 4 63.00 432.33 314.00 118.33 51. 27 5 831. 00 429.73 314.00 115.73 50.15 1 2 3 4 5 6 7 8 M A X I M U M A N D P R E S S U R E S JUNCTION NUMBER 7 8 DATE = 09-04-1997 JOB NAME = S U M M A R Y 0 F 72.00 45.00 786.00 63.00 81. 00 19.50 45.00 768.00 M I N I M U M MAXIMUM PRESSURES (psi) 53.21 52.81 I N F L 0 W S 431. 38 430 .87 430.27 431.67 431. 41 434.60 444.28 431. 87 311. 00 311.00 313.00 314.00 314.00 315.50 321.50 310.00 120.38 119.87 117.27 117.67 117.41 119.10 122.78 121. 87 V A L U E S JUNCTION NUMBER 3 5 MINIMUM PRESSURES (psi) 50.81 50.88 PAGE NO. 31 A N D 0 U T F L 0 W S (+) INFLOWS INTO THE SYSTEM FROM FIXED GRADE NODES (-) OUTFLOWS FROM THE SYSTEM INTO FIXED GRADE NODES PIPE FLOWRATE NUMBER ( gprn) -------------------- 9 822.16 10 1057.34 NET SYSTEM INFLOW = 1879.50 NET SYSTEM OUTFLOW = .00 NET SYSTEM DEMAND = 1879.50 D A T A C H A N G E S F 0 R N E X T S I M U L A T I 0 N D E M A N D C H A N G E S THE FOLLOWING SPECIFIC DEMAND CHANGES ARE MADE 52. H 51. 9 ~ 50. 8:l 50.9S 50 . Bf 51. 61 53.21 52.81 D E M A N D C H A N G E S THE FOLLOWING SPECIFIC DEMAND CHANGES ARE MADE JUNCTION NUMBER 3 8 DATE = 09-04-1997 JOB NAME = DEMAND (gprn) 786.00 768.00 ************************************* S I M U L A T I 0 N R E S U L T S ************************************* PAGE NO. 30 THE RESULTS ARE OBTAINED AFTER 4 TRIALS WITH AN ACCURACY = .00030 p I p E L I N E R E s u L T s STATUS CODE: xx -CLOSED PIPE FG -FIXED GRADE NODE PU -PUMP LINE CV -CHECK VALVE RV -REGULATING VALVE TK -STORAGE TANK PIPE NODE NOS. FLOWRATE HEAD PUMP MINOR LINE HL/ NUMBER #1 #2 LOSS HEAD LOSS VELO. 1000 (gprn) (ft) (ft) (ft) (ft/s) (ft/f t ------------------------------------------------------------------------------ 1 8 1 289.34 .49 2 1 2 262.94 .51 3 2 3 217.94 .60 4 3 4 -568.06 1. 41 5 1 5 -45.61 .03 6 5 4 -126.61 .26 7 4 6 -757.66 2.93 8 6 7 -777.16 9.68 9-FG 7 0 -822.16 6.72 10-FG 0 8 1057.34 3.13 J U N C T I 0 N N 0 D E R E S U L T S JUNCTION NUMBER JUNCTION TITLE EXTERNAL DEMAND (gpm) HYDRAULIC GRADE (ft) .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 JUNCTION ELEVATION (ft) .00 1. 85 .00 1. 68 .00 1. 39 .00 3.63 .00 .29 .00 .81 .00 4.84 .00 4.96 .00 5.25 .00 6.75 PRESSURE HEAD (ft) 2. 9S 2. SC 1. 7 / 10.4 ~ . lC . 6~ 17.7E 18. 6 ~ 20.6E 32. 9 ~ JUNCTIO:t- PRESSURE (psi) J U N C T I 0 N N 0 D E R E s u L T s JUNCTION JUNCTION EXTERNAL HYDRAULIC JUNCTION PRESSURE JUNCTIOJ NUMBER TITLE DEMAND GRADE ELEVATION HEAD PRESSURl ( gprn) (ft) (ft) (ft) (psi) ---------------------------------------------------------------·--------------- 1 2 3 4 5 6 DATE = 09-04-1997 JOB NAME = 7 8 M A X I M U M A N D P R E S S U R E S JUNCTION NUMBER S U M M A R Y 8 2 0 F 72.00 45.00 36.00 63.00 81.00 19.50 795.00 768.00 M I N I M U M MAXIMUM PRESSURES (psi) 53.56 53.17 I N F L 0 W S 433.63 433.69 433.92 434.06 433.69 434.86 437.65 433.59 311. 00 311.00 313.00 314.00 314.00 315.50 321. 50 310.00 122.63 122.69 120.92 120.06 119.69 119.36 PAGE NO. 29 116.15 123.59 V A L U E S JUNCTION NUMBER 7 6 MINIMUM PRESSURES (psi) 50.33 51.72 A N D 0 U T F L 0 W S (+) INFLOWS INTO THE SYSTEM FROM FIXED GRADE NODES (-) OUTFLOWS FROM THE SYSTEM INTO FIXED GRADE NODES PIPE FLOWRATE NUMBER (gprn) -------------------- 9 1191. 54 10 687.96 NET SYSTEM INFLOW = 1879.50 NET SYSTEM OUTFLOW = .00 NET SYSTEM DEMAND = 1879.50 D A T A C H A N G E S F 0 R N E X T S I M U L A T I 0 N 53.14 53.17 52.40 52.03 51.87 51.72 50 .3 3 53.56 NET SYSTEM OUTFLOW = NET SYSTEM DEMAND = .00 1879.50 D A T A C H A N G E S F 0 R N E X T S I M U L A T I 0 N DATE = 09-04-1997 JOB NAME = D E M A N D C H A N G E S THE FOLLOWING SPECIFIC DEMAND CHANGES ARE MADE JUNCTION NUMBER 7 8 DEMAND (gpm) 795.00 768.00 ************************************* S I M U L A T I 0 N R E S U L T S ************************************* PAGE NO. 28 THE RESULTS ARE OBTAINED AFTER 4 TRIALS WITH AN ACCURACY = .00007 p I p E L I N E R E s u L T s STATUS CODE: xx -CLOSED PIPE FG -FIXED GRADE NODE PU -PUMP LINE CV -CHECK VALVE RV -REGULATING VALVE TK -STORAGE TANK PIPE NODE NOS. FLOWRATE HEAD PUMP MINOR LINE HL/ NUMBER #1 #2 LOSS HEAD LOSS VELO. 1000 (gpm) (ft) (ft) (ft) (ft/s) (ft/ft ------------------------------------------------------------------------------ 1 8 1 -80.04 .05 .00 .00 .51 .28 2 1 2 -82.76 .06 .00 .00 .53 .29 3 2 3 -127.76 .22 .00 .00 .82 .66 4 3 4 -163.76 .14 .00 .00 1. 05 1. 04 5 1 5 -69.28 .06 .00 .00 .44 .21 6 5 4 -150.28 .36 .00 .00 .96 .89 7 4 6 -377.04 .80 .00 .00 2.41 4.88 8 6 7 -396.54 2.78 .00 .00 2.53 5.35 9-FG 7 0 -1191.54 13.35 .00 .00 7.60 41.08 10-FG 0 8 687.96 1.41 .00 .00 4.39 14.86 DATE = 09-04-1997 JOB NAME = PIPE NUMBER FLOWRATE ( gprn) -------------------- 9 807.64 10 1071. 86 NET SYSTEM INFLOW = 1879.50 NET SYSTEM OUTFLOW = .00 NET SYSTEM DEMAND = 1879.50 PAGE NO. 26 D A T A C H A N G E S F 0 R N E X T S I M U L A T I 0 N D E M A N D C H A N G E S THE FOLLOWING SPECIFIC DEMAND CHANGES ARE MADE JUNCTION NUMBER 6 8 DEMAND (gprn) 769.50 768.00 ************************************* S I M U L A T I 0 N R E S U L T S ************************************* THE RESULTS ARE OBTAINED AFTER 4 TRIALS WITH AN ACCURACY = .00021 p I p E L I N E R E s u L T s STATUS CODE: xx -CLOSED PIPE FG -FIXED GRADE NODE PU -PUMP LINE CV -CHECK VALVE RV -REGULATING VALVE TK -STORAGE TANK PIPE NODE NOS. FLOWRATE HEAD PUMP MINOR LINE HL/ NUMBER #1 #2 LOSS HEAD LOSS VELO. 1000 (gprn) (ft) (ft) (ft) (ft/s) (ft/f ----------------------------------------------------------------------------- 1 8 1 221.30 .30 .00 .00 1.41 1. f 2 1 2 75.53 .05 .00 .00 .48 • 2 3 2 3 30.53 .02 .00 .00 .19 .C 4 3 4 -5.47 .00 .00 .00 .03 • (i 5 1 5 73.77 .07 .00 .oo .47 r • L 6 5 4 -7.23 .00 .00 .00 .05 .c M A X I M U M A N D P R E S S U R E S JUNCTION NUMBER 7 8 M I N I M U M MAXIMUM PRESSURES (psi) 53.33 52.77 V A L U E S JUNCTION NUMBER 5 4 MINIMUM PRESSURES (psi) 50.94 51. 36 S U M M A R Y 0 F I N F L 0 W S A N D 0 U T F L 0 W S (+) INFLOWS INTO THE SYSTEM FROM FIXED GRADE NODES (-) OUTFLOWS FROM THE SYSTEM INTO FIXED GRADE NODES PIPE FLOWRATE NUMBER (gprn) -------------------- 9 802.99 10 1076.51 NET SYSTEM INFLOW = 1879.50 NET SYSTEM OUTFLOW = .00 NET SYSTEM DEMAND = 1879.50 D A T A C H A N G E S F 0 R N E X T S I M U L A T I 0 N D E M A N D C H A N G E S THE FOLLOWING SPECIFIC DEMAND CHANGES ARE MADE JUNCTION NUMBER DATE = 09-04-1997 JOB NAME = 3 8 DEMAND (gprn) 786.00 768.00 PAGE NO. 23 2 8 795.00 768.00 ************************************* S I M U L A T I 0 N R E S U L T S ************************************* THE RESULTS ARE OBTAINED AFTER 4 TRIALS WITH AN ACCURACY = .00061 p I p E L I N E R E s u L T s STATUS CODE: xx -CLOSED PIPE FG -FIXED GRADE NODE PU -PUMP LINE CV -CHECK VALVE RV -REGULATING VALVE TK -STORAGE TANK PIPE NODE NOS. FLOWRATE HEAD PUMP MINOR LINE HL/ NUMBER #1 #2 LOSS HEAD LOSS VELO. 1000 (gpm) (ft) (ft) (ft) (ft/s) (ft/f ----------------------------------------------------------------------------- 1 8 1 308.51 .56 2 1 2 412.45 1.18 3 2 3 -382.55 1. 70 4 3 4 -418.55 .80 5 1 5 -175.94 .34 6 5 4 -256.94 .98 7 4 6 -738.49 2.79 8 6 7 -757.99 9.24 9-FG 7 0 -802.99 6.43 10-FG 0 8 1076.51 3.23 J U N C T I 0 N N 0 D E R E S U L T S JUNCTION JUNCTION DATE = 09-04-1997 JOB NAME = NUMBER TITLE EXTERNAL HYDRAULIC DEMAND GRADE (gpm) (ft) .00 .00 1. 97 3.3 .00 .00 2.63 5.7 .00 .00 2 .44 5.0 .00 .00 2.67 5.9 .00 .00 1.12 1 .1 .00 .00 1. 64 2.4 .00 .00 4.71 16.9 .00 .00 4.84 17.7 .00 .00 5.12 19 .7 .00 .00 6.87 34 .0 JUNCTION PRESSURE JUNCTIO PAGE NO. 22 ELEVATION HEAD PRESS UR (ft) (ft) (psi) ----------------------------------------------------------------------------- 1 72.00 431. 21 311.00 120.21 52.09 2 795.00 430.03 311. 00 119.03 51.58 3 36.00 431. 73 313.00 118.73 51.45 4 63.00 432.53 314.00 118.53 51.36 5 81.00 431. 55 314.00 117.55 50.94 6 19.50 435.33 315.50 119.83 51.93 7 45.00 444.57 321.50 123.07 53.33 8 768.00 431. 77 310.00 121.77 52.77 3 4 5 6 7 8 M A X I M U M A N D P R E S S U R E S JUNCTION NUMBER S U M M A R Y 8 1 0 F 36.00 63.00 831. 00 19.50 795.00 18.00 M I N I M U M MAXIMUM PRESSURES (psi) 53.65 52.36 I N F L 0 W S 431.76 313.00 118.76 431. 76 314.00 117.76 429.82 314.00 115.82 432.81 315.50 117.31 436.41 321.50 114.91 433.80 310.00 123.80 V A L U E S JUNCTION NUMBER 7 5 MINIMUM PRESSURES (psi) 49.79 50.19 A N D 0 U T F L 0 W S (+) INFLOWS INTO THE SYSTEM FROM FIXED GRADE NODES (-) OUTFLOWS FROM THE SYSTEM INTO FIXED GRADE NODES PIPE NUMBER 9 10 DATE = 09-04-1997 JOB NAME = NET SYSTEM INFLOW = NET SYSTEM OUTFLOW = NET SYSTEM DEMAND = FLOWRATE (gpm) 1250.17 629 .33 1879.50 .00 1879.50 D A T A C H A N G E S F 0 R D E M A N D C H A N G E S PAGE NO. 2 1 N E X T S I M U L A T I 0 N THE FOLLOWING SPECIFIC DEMAND CHANGES ARE MADE JUNCTION NUMBER DEMAND (gpm) 51. 46 51. 03 50.19 50 .83 49.79 53.65 7 8 9-FG 4 6 7 DATE = 09-04-1997 JOB NAME = 10-FG 0 J U N C T I 0 N N 0 JUNCTION JUNCTION NUMBER TITLE 6 7 0 8 D -75.70 -845.20 -890.20 989.30 E R E s U L T .04 11. 31 7.78 2.77 s EXTERNAL HYDRAULIC DEMAND GRADE (gprn) (ft) .00 .00 .00 .00 JUNCTION ELEVATION (ft) .00 .00 .00 .48 5.39 5.68 PAGE NO. 27 .00 6.31 PRESSURE HEAD (ft) • 2! 21. 7 ! 23. 9 1 29 .1: JUNCTIOI PRESSUR l (psi) -----------------------------------------------------------------------------· 1 2 3 4 5 6 7 8 M A X I M U M A N D P R E S S U R E S JUNCTION NUMBER S U M M A R Y 8 7 0 F 72.00 45.00 36.00 63.00 81.00 769.50 45.00 768.00 M I N I M U M MAXIMUM PRESSURES (psi) 52.97 52.74 I N F L 0 W S 431. 93 311. 00 120.93 431.88 311.00 120.88 431. 87 313.00 118.87 431. 87 314.00 117.87 431. 87 314.00 117.87 431. 91 315.50 .116.41 443.22 321. 50 121. 72 432.23 310.00 122.23 V A L U E S JUNCTION NUMBER 6 5 MINIMUM PRESSURES (psi) 5.0. 44 51.08 A N D 0 U T F L 0 W S (+) INFLOWS INTO THE SYSTEM FROM FIXED GRADE NODES (-) OUTFLOWS FROM THE SYSTEM INTO FIXED GRADE NODES PIPE NUMBER FLOWRATE (gprn) -------------------- 9 10 NET SYSTEM INFLOW = 890.20 989.30 1879.50 52.40 52.38 51. 51 51. 08 51. 08 50.44 52.74 52.97 JOB NAME = STATUS CODE: xx -CLOSED PIPE FG -FIXED GRADE NODE PU -PUMP LINE CV -CHECK VALVE RV -REGULATING VALVE TK -STORAGE TANK PIPE NODE NOS. FLOWRATE HEAD PUMP MINOR LINE HL/ NUMBER #1 #2 LOSS HEAD LOSS VELO. 1000 (gpm) (ft) (ft) (ft) (ft/s) (ft/ft ------------------------------------------------------------------------------ 1 8 1 303.86 .54 .00 .00 1. 94 3.2 7 2 1 2 -164.72 .22 .00 .00 1. 05 1.0~ 3 2 3 -209.72 .56 .00 .00 1. 34 1.6 5 4 3 4 -245.72 .30 .00 .00 1. 57 2.21 5 1 5 396.58 1. 53 .00 .00 2.53 5.3f 6 5 4 -434.42 2.60 .00 .00 2.77 6. 34 7 4 6 -743.14 2.83 .00 .00 4.74 17.14 8 6 7 -762.64 9 .35 .00 .00 4.87 17.9f 9-FG 7 0 -807.64 6.50 .00 .00 5.15 19.99 10-FG 0 8 1071.86 3.21 .00 .00 6.84 33.77 J U N C T I 0 N N 0 D E R E s u L T s JUNCTION JUNCTION EXTERNAL HYbRAULIC JUNCTION PRESSURE JUNCTIOf\ NUMBER TITLE DEMAND GRADE ELEVATION HEAD PRESSURE (gpm) (ft) (ft) (ft) (psi) ------------------------------------------------------------------------------ 1 2 3 4 5 6 7 8 M A X I M U M A N D P R E S S U R E S JUNCTION NUMBER S U M M A R Y 7 8 0 F 72.00 431. 25 311.00 120.25 45.00 431. 4 7 311. 00 120.47 36.00 432.03 313.00 119.03 63.00 432.33 314.00 118.33 831.00 429.73 314.00 115.73 19.50 435 .15 315.50 119.65 45.00 444.50 321. 50 123.00 768.00 431.79 310.00 121.79 M I N I M U M V A L U E S MAXIMUM PRESSURES (psi) 53.30 52.78 I N F L 0 W S JUNCTION NUMBER 5 4 MINIMUM PRESSURES (psi) 50.15 51. 27 A N D 0 U T F L 0 W S (+) INFLOWS INTO THE SYSTEM FROM FIXED GRADE NODES (-) OUTFLOWS FROM THE SYSTEM INTO FIXED GRADE NODES 52 .11 52.20 51.58 51 .2 7 50 .15 51.85 53.30 52.7 8 P R E S S U R E S JUNCTION NUMBER 7 8 MAXIMUM PRESSURES (psi) 53.21 52.81 JUNCTION NUMBER 3 5 MINIMUM PRESSURES (psi) 50.81 50.88 S U M M A R Y 0 F I N F L 0 W S A N D 0 U T F L 0 W S (+) INFLOWS INTO THE SYSTEM FROM FIXED GRADE NODES (-) OUTFLOWS FROM THE SYSTEM INTO FIXED GRADE NODES PIPE FLOWRATE NUMBER ( gprn) -------------------- 9 822.16 10 1057.34 NET SYSTEM INFLOW = 1879.50 NET SYSTEM OUTFLOW = .00 NET SYSTEM DEMAND = 1879.50 D A T A C H A N G E S F 0 R N E X T S I M U L A T I 0 N D E M A N D C H A N G E S THE FOLLOWING SPECIFIC DEMAND CHANGES ARE MADE JUNCTION NUMBER 5 8 DEMAND (gpm) 831 .00 768.00 ************************************* S I M U L A T I 0 N R E S U L T S ************************************* THE RESULTS ARE OBTAINED AFTER 4 TRIALS WITH AN ACCURACY = .00005 P I P E L I N E R E S U L T S DATE = 09-04-1997 PAGE NO. 25 ************************************* S I M U L A T I 0 N R E S U L T S ************************************* THE RESULTS ARE OBT AINED AFTER 4 TRIALS WITH AN ACCURACY = .00032 p I p E L I N E R E s u L T s STATUS CODE: xx -CLOSED PIPE FG -FIXED GRADE NODE PU -PUMP LINE CV -CHECK VALVE RV -REGULATI NG VALVE TK -STORAGE TANK PIPE NODE NOS. FLOWRATE HEAD PUMP MINOR LINE HL/ NUMBER #1 #2 LOSS HEAD LOSS VELO . 1000 (gpm) (ft) (ft) (ft) (ft/s) (ft/f ----------------------------------------------------------------------------- 1 8 1 289.34 .49 .00 .00 1. 85 2.9 2 1 2 262.94 .51 .00 .0 0 1. 68 2. 5 · 3 2 3 217.94 .60 .00 .00 1. 39 1. 7 4 3 4 -568.06 1. 41 .00 .00 3 .63 10 .4 5 1 5 -45.61 .03 .0 0 .0 0 .29 .1 6 5 4 -126.61 .26 .00 .00 .81 .6 7 4 6 -757.66 2.93 .00 .00 4.84 17.7 8 6 7 -777.16 9.68 .00 .00 4.96 18.6 9-FG 7 0 -822.16 6 .72 .00 .00 5.25 20 .6 10-FG 0 8 1057.34 3.13 .00 .00 6.75 32.9 J U N C T I 0 N N 0 D E R E s u L T s JUNCTION JUNCTION EXTERNAL HYDRAULIC JUNCTION PRESSURE JUNCT I O NUMBER TITLE DEMAND GRADE ELEVATI ON HEAD PRESS UR (gpm) (ft) (ft) (ft) (psi) ----------------------------------------------------------------------------- 1 2 3 4 5 6 7 8 M A X I M U M DATE = 09-04-1997 JOB NAME = 72.00 45.00 786.00 63.00 81. 00 19.50 45.00 768.00 A N D M I N I M U M 431.38 311. 00 120.38 52.16 430.87 311.00 119.87 51.94 430.27 313.00 117.27 50.81 431.67 314.0 0 117.67 50 .99 431. 41 314.00 117.41 50 .88 434.60 315.50 119.10 51. 61 444.28 321.50 122.78 53.21 431. 87 310.0 0 121. 87 52.81 V A L U E S PAGE NO. 24 THE FOLLOWING SPECIFIC DEMAND CHANGES ARE MADE JUNCTION NUMBER 5 7 DEMAND (gpm) 831. 00 795.00 ************************************* S I M U L A T I 0 N R E S U L T S ************************************* THE RESULTS ARE OBTAINED AFTER 3 TRIALS WITH AN ACCURACY = .00001 P I P E L I N E R E S U L T S STATUS CODE: XX -CLOSED PIPE CV -CHECK VALVE FG -FIXED GRADE NODE RV -REGULATING VALVE PU -PUMP LINE PIPE NUMBER NODE NOS. #1 #2 DATE = 09-04-1997 JOB NAME = 1 8 1 2 1 2 3 2 3 4 3 4 5 1 5 6 5 4 7 4 6 8 6 7 9-FG 7 0 10-FG 0 8 FLOWRATE (gpm) 611. 33 78.98 33.98 -2.02 460.35 -370.65 -435.67 -455.17 -1250.17 629.33 HEAD LOSS (ft) 1. 97 .06 .02 .00 2.01 1. 94 1. 05 3.59 14.59 1. 20 J U N C T I 0 N N 0 D E R E S U L T S JUNCTION NUMBER 1 2 JUNCTION TITLE EXTERNAL DEMAND (gpm) 72.00 45.00 HYDRAULIC GRADE (ft) 431.83 431. 78 TK -STORAGE TANK PUMP HEAD (ft) MINOR LOSS (ft) LINE VELO. (ft/s) .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 JUNCTION ELEVATION (ft) 311. 00 311.00 PAGE NO. 20 .00 3.90 .00 .50 .00 .22 .00 .Oi .00 2.g_4 .00 2.37 .00 2.78 .00 2.91 .00 7.98 .00 4.02 PRESSURE HEAD (ft) 120.83 120.78 HL/ 1000 (ft/ft 11. 94 .27 .06 .00 7.06 4.73 6.37 6.91 44.91 12.60 JUNCTION PRESSURE: (psi) 52.36 52.34 JUNCTION JUNCTION EXTERNAL HYDRAULIC JUNCTION PRESSURE JUNCTH NUMBER TITLE DEMAND GRADE ELEVATION HEAD PRESSUJ (gpm) (ft) (ft) (ft) (psi) ----------------------------------------------------------------------------- 1 72.00 431.94 311.00 120.94 2 45.00 431.16 311. 00 120.16 3 786.00 430.17 313.00 117.17 4 63.00 431. 29 314.00 117.29 5 81. 00 431.52 314.00 117.52 6 19.50 432.39 315.50 116.89 7 795.00 436.16 321.50 114.66 8 18.00 433.84 310.00 123.84 M A X I M U M AND M I N I M U M V A L U E S P R E S S U R E S JUNCTION NUMBER DATE = 09-04-1997 JOB NAME = 8 1 MAXIMUM PRESSURES (psi) 53.67 52.41 JUNCTION NUMBER 7 6 MINIMUM PRESSURES (psi) PAGE NO. 19 49.68 50.65 S U M M A R Y 0 F I N F L 0 W S A N D 0 U T F L 0 W S (+) INFLOWS INTO THE SYSTEM FROM FIXED GRADE NODES (-) OUTFLOWS FROM THE SYSTEM INTO FIXED GRADE NODES PIPE FLOWRATE NUMBER (gpm) -------------------- 9 1261.61 10 617.89 NET SYSTEM INFLOW = 1879.50 NET SYSTEM OUTFLOW = .00 NET SYSTEM DEMAND = 1879.50 D A T A C H A N G E S F 0 R N E X T S I M U L A T I 0 N D E M A N D C H A N G E S 52. 4j 5 2. 0'} 50. 7f. 50. 8 ":: 50.93 5 0. 6 .5 49.68 53. 6'7 -------- D A T A C H A N G E S F 0 R N E X T S I M U L A T I 0 N D E M A N D C H A N G E S THE FOLLOWING SPECIFIC DEMAND CHANGES ARE MADE JUNCTION NUMBER 3 7 DATE = 09-04-1997 JOB NAME = DEMAND ( gprn) 786.00 795.00 ************************************* S I M U L A T I 0 N R E S U L T S ************************************* PAGE NO. 18 THE RESULTS ARE OBTAINED AFTER 3 TRIALS WITH AN ACCURACY = .00102 p I p E L I N E R E s u L T s STATUS CODE: xx -CLOSED PIPE FG -FIXED GRADE NODE PU -PUMP LINE CV -CHECK VALVE RV -REGULATING VALVE TK -STORAGE TANK PIPE NODE NOS. FLOWRATE HEAD PUMP MINOR LINE HL/ NUMBER #1 #2 LOSS HEAD LOSS VELO. 1000 (gprn) (ft) (ft) (ft) (ft/s) (ft/ft ------------------------------------------------------------------------------· 1 8 1 599.89 1. 90 .00 .00 3.83 11.53 2 1 2 329.81 .78 .00 .00 2.10 3.81 3 2 3 284.81 .99 .00 .00 1. 82 2.90 4 3 4 -501.19 1.12 .00 .00 3.20 8.26 5 1 5 198.08 .42 .00 .00 1. 26 1. 48 6 5 4 117.08 .23 .00 .00 .75 .56 7 4 6 -447.11 1.10 .00 .00 2.85 6.69 8 6 7 -466.61 3.76 .00 .00 2.98 7.24 9-FG 7 0 -1261.61 14.84 .00 .00 8.05 45.67 10-FG 0 8 617.89 1.16 .00 .00 3.94 12.18 J U N C T I 0 N N 0 D E R E S U L T S 10-FG 0 8 875.98 2.21 .00 .00 5.59 J U N C T I 0 N N 0 D E R E S U L T S JUNCTION NUMBER 1 2 3 4 JUNCTION TITLE DATE = 09-04-1997 JOB NAME = 5 6 7 8 M A X I M U M A N D P R E S S U R E S JUNCTION NUMBER S U M M A R Y 8 7 0 F EXTERNAL DEMAND (gpm) 72.00 45.00 786.00 63.00 81. 00 769.50 45.00 18.00 HYDRAULIC GRADE (ft) 429.10 427.81 426.06 426.78 427.87 427.01 441.29 432.79 JUNCTION ELEVATION (ft) 311. 00 311. 00 313.00 314.00 314.00 315.50 321. 50 310.00 PRESSURE HEAD (ft) 118.10 116.81 113.06 112.78 PAGE NO. 17 113.87 111.51 119.79 122.79 M I N I M U M V A L U E S MAXIMUM PRESSURES (psi) 53.21 51.91 I N F L 0 W S JUNCTION NUMBER 6 4 MINIMUM PRESSURES (psi) 48.32 48.87 A N D 0 U T F L 0 W S (+) INFLOWS INTO THE SYSTEM FROM FIXED GRADE NODES (-) OUTFLOWS FROM THE SYSTEM INTO FIXED GRADE NODES PIPE FLOWRATE NUMBER (gpm) -------------------- 9 1003.52 10 875.98 NET SYSTEM INFLOW = 1879.50 NET SYSTEM OUTFLOW = .00 NET SYSTEM DEMAND = 1879.50 23.24 JUNCTION PRESSURE (psi) 51.18 50.62 48.99 48.87 49.35 48.32 51. 91 53.21 10 NET SYSTEM INFLOW = NET SYSTEM OUTFLOW = NET SYSTEM DEMAND = 630.67 1879.50 .00 1879.50 D A T A C H A N G E S F 0 R N E X T S I M U L A T I 0 N DATE = 09-04-1997 JOB NAME = D E M A N D C H A N G E S THE FOLLOWING SPECIFIC DEMAND CHANGES ARE MADE JUNCTION NUMBER 3 6 DEMAND ( gprn) 786.00 769.50 ************************************* S I M U L A T I 0 N R E S U L T S ************************************* PAGE NO. 16 THE RESULTS ARE OBTAINED AFTER 4 TRIALS WITH AN ACCURACY = .00001 p I p E L I N E R E s u L T s STATUS CODE: xx -CLOSED PIPE FG -FIXED GRADE NODE PU -PUMP LINE CV -CHECK VALVE RV -REGULATING VALVE TK -STORAGE TANK PIPE NODE NOS. FLOWRATE HEAD PUMP MINOR LINE HL/ NUMBER #1 #2 LOSS HEAD LOSS VELO. 1000 (gprn) (ft) (ft) (ft) (ft/s) (ft/ft ------------------------------------------------------------------------------ 1 8 1 857.98 3.69 .00 .00 5.48 22.36 2 1 2 433.31 1. 29 .. 00 .00 2.77 6.31 3 2 3 388.31 1.75 .00 .00 2.48 5.15 4 3 4 -397.69 .73 .00 .00 2.54 5.38 5 1 5 352.68 1. 23 .00 .00 2.25 4.31 6 5 4 271. 68 1.09 .00 .00 1. 73 2.66 7 4 6 -189.01 .22 .00 .00 1. 21 1.36 8 6 7 -958.52 14.28 .00 .00 6.12 27.46 9-FG 7 0 -1003.52 9.71 .00 .00 6.40 29.89 I I 4 5 6 7 3 1 5 4 DATE = 09-04-1997 JOB NAME = 8 9-FG 10-FG J U N C T I 6 7 0 0 N N 0 JUNCTION JUNCTION NUMBER TITLE 4 5 4 6 7 0 8 D E -337.89 47.55 -33.45 -434.33 -453.83 -1248.83 630.67 R E s U L T .54 .03 .02 1. 05 3.58 14.57 1. 20 s EXTERNAL HYDRAULIC DEMAND GRADE (gpm) (ft) .00 .00 .00 .00 .00 .00 .00 JUNCTION ELEVATION (ft) .00 .00 .00 .00 2.16 .30 .21 2.77 PAGE NO. 15 .00 .00 .00 2.90 7.97 4.03 PRESSURE HEAD (ft) 3.98 .11 .05 6.34 6.88 44.82 12.65 JUNCTION PRESSURE (psi) ------------------------------------------------------------------------------ 1 2 3 4 5 6 7 8 M A X I M U M A N D P R E S S U R E S JUNCTION NUMBER S U M M A R Y 8 1 0 F 72.00 795.00 36.00 63.00 81. 00 19.50 795.00 18.00 M I N I M U M MAXIMUM PRESSURES (psi) 53.65 52.36 I N F L 0 W S 431.82 311. 00 120.82 430.18 311. 00 119.18 431. 28 313.00 118.28 431. 81 314.00 117.81 431.79 314.00 117.79 432.86 315.50 117.36 436.43 321.50 114.93 433.80 310.00 123.80 V A L U E S JUNCTION NUMBER 7 6 MINIMUM PRESSURES (psi) 49.80 50.86 A N D 0 U T F L 0 W S (+) INFLOWS INTO THE SYSTEM FROM FIXED GRADE NODES (-) OUTFLOWS FROM THE SYSTEM INTO FIXED GRADE NODES PIPE NUMBER 9 FLOWRATE (gpm) 1248.83 52.36 51. 64 51.25 51. 05 51. 04 50.86 49.80 53.65 I I DATE = 09-04-1997 JOB NAME = (+) INFLOWS INTO THE SYSTEM FROM FIXED GRADE NODES (-) OUTFLOWS FROM THE SYSTEM INTO FIXED GRADE NODES NET SYSTEM NET SYSTEM NET SYSTEM D A T A PIPE NUMBER 9 10 INFLOW OUTFLOW DEMAND C H A N D E M A N D = = = G E S FLOWRATE (gpm) 982.48 897.02 1879.50 .00 1879.50 F 0 R C H A N G E S N E X T S I M U L A T THE FOLLOWING SPECIFIC DEMAND CHANGES ARE MADE JUNCTION NUMBER 2 7 DEMAND (gpm) 795.00 795.00 ************************************* S I M U L A T I 0 N R E S U L T S ************************************* PAGE NO. 14 I 0 N THE RESULTS ARE OBTAINED AFTER 3 TRIALS WITH AN ACCURACY = .00181 P I P E L I N E R E S U L T S STATUS CODE: PU -PUMP LINE XX -CLOSED PIPE CV -CHECK VALVE FG -FIXED GRADE NODE RV -REGULATING VALVE TK -STORAGE TANK PIPE NUMBER 1 2 3 NODE NOS. #1 #2 8 1 2 1 2 3 FLOWRATE (gpm) 612.67 493.11 -301. 89 HEAD LOSS (ft) 1. 98 1. 64 1.10 PUMP HEAD (ft) .00 .00 .00 MINOR LOSS (ft) .00 .00 .00 LINE VELO. (ft/s) 3.91 3.15 1. 93 HL/ 1000 (ft/ft 11.99 8.02 3.23 DATE = 09-04-1997 JOB NAME = p I p E L I N E PAGE NO. 13 R E s u L T s STATUS CODE: xx -CLOSED PIPE FG -FIXED GRADE NODE PU -PUMP LINE CV -CHECK VALVE RV -REGULATING VALVE TK -STORAGE TANK PIPE NODE NOS. FLOWRATE HEAD PUMP MINOR LINE HL/ NUMBER #1 #2 LOSS HEAD LOSS VELO. 1000 (gpm) (ft) (ft) (ft) (ft/s) (ft/f 1 ------------------------------------------------------------------------------ 1 8 1 879.02 3.86 .00 .00 5.61 23 .3 ~ 2 1 2 561. 68 2.09 .00 .00 3.58 10.2( 3 2 3 -233.32 .68 .00 .00 1. 49 2.01 4 3 4 -269.32 .35 .00 .00 1. 72 2.6:2 5 1 5 245.35 .63 .00 .00 1. 57 2.2t 6 5 4 164.35 .43 .00 .00 1.05 1. OS 7 4 6 -167.98 .18 .00 .00 1. 07 1. 0 9 8 6 7 -937.48 13.70 .00 .00 5.98 26.3 : 9-FG 7 0 -982.48 9.34 .00 .00 6.27 28.7 4 10-FG 0 8 897.02 2.31 .00 .00 5.73 24.2 t J U N C T I 0 N N 0 D E R E s U L T s JUNCTION JUNCTION EXTERNAL HYDRAULIC JUNCTION PRESSURE JUNCTIOl NUMBER TITLE DEMAND GRADE ELEVATION HEAD PRESSURl (gpm) (ft) (ft) (ft) (psi) -----------------------------------------------------------------------------· 1 72.00 428.83 311.00 117.83 2 795.00 426.74 311. 00 115.74 3 36.00 427.42 313.00 114.42 4 63.00 427.78 314.00 113.78 5 81. 00 428.21 314.00 114.21 6 769.50 427.96 315.50 112.46 7 45.00 441. 66 321. 50 120.16 8 18.00 432.69 310.00 122.69 M A X I M U M A N D· M I N I M U M V A L U E S P R E S S U R E S JUNCTION NUMBER S U M M A R Y 8 7 0 F MAXIMUM PRESSURES (psi) 53.17 52.07 I N F L 0 W S JUNCTION NUMBER 6 4 MINIMUM PRESSURES (psi) 48.73 49.30 A N D 0 U T F L 0 W S 51. 06 50.15 49.58 49.30 49.49 48.7 3 52.07 53.17 M A X I M U M A N D P R E S S U R E S JUNCTION NUMBER 8 7 M I N I M U M MAXIMUM PRESSURES (psi) 52.98 52.70 VALUES JUNCTION NUMBER 5 4 MINIMUM PRESSURES (psi) 48.49 49.47 S U M M A R Y 0 F I N F L 0 W S A N D 0 U T F L 0 W S (+) INFLOWS INTO THE SYSTEM FROM FIXED GRADE NODES (-) OUTFLOWS FROM THE SYSTEM INTO FIXED GRADE NODES PIPE FLOWRATE NUMBER (gpm) -------------------- 9 896.67 10 982.83 NET SYSTEM INFLOW = 1879.50 NET SYSTEM OUTFLOW = .00 NET SYSTEM DEMAND = 1879.50 D A T A C H A N G E S F 0 R N E X T S I M U L A T I 0 N D E M A N D C H A N G E S THE FOLLOWING SPECIFIC DEMAND CHANGES ARE MADE JUNCTION NUMBER 2 6 DEMAND (gpm) 795.00 769.50 ************************************* S I M U L A T I 0 N R E S U L T S ************************************* THE RESULTS ARE OBTAINED AFTER 4 TRIALS WITH AN ACCURACY = .00031 I THE RESULTS ARE p I p E L I N E STATUS CODE: ************************************* S I M U L A T I 0 N R E S U L T S ************************************* OBTAINED AFTER 3 TRIALS WITH AN ACCURACY R E s u L T s xx -CLOSED PIPE FG -FIXED GRADE NODE CV -CHECK VALVE RV -REGULATING VALVE = .00035 PU -PUMP LINE TK -STORAGE TANK PIPE NODE NOS. FLOWRATE HEAD PUMP MINOR LINE HL/ NUMBER #1 #2 LOSS HEAD LOSS VELO. 1000 (gpm) (ft) (ft) (ft) (ft/s) (ft/ft ------------------------------------------------------------------------------· 1 8 1 964.83 4.59 .00 .00 6.16 27.79 2 1 2 463.17 1.46 .00 .00 2.96 7.14 3 2 3 -331.83 1. 31 .00 .00 2.12 3.85 4 3 4 -367.83 .63 .00 .00 2.35 4.66 5 1 5 429.66 1. 77 .00 .00 2.74 6 .2 1 6 5 4 -401. 34 2.24 .00 .00 2.56 5.48 7 4 6 -832.17 3 .49 .00 .00 5.31 21 .13 8 6 7 -851.67 11. 47 .00 .00 5 .44 22.06 9-FG 7 0 -896.67 7.89 .00 .00 5.72 24.27 10-FG 0 8 982.83 2.73 .00 .00 6.27 28.76 J U N C T I 0 N N 0 D E R E s u L T s JUNCTION JUNCTION EXTERNAL HYDRAULIC JUNCTION PRESSURE JUNCTIO N NUMBER TITLE DEMAND GRADE ELEVATION HEAD PRESSURE (gpm) (ft) (ft) (ft) (psi) ------------------------------------------------------------------------------ 1 2 3 4 5 6 7 8 DATE = 09-04-1997 JOB NAME = 72.00 427.68 795.00 426.22 36.00 427.53 63.00 428.16 831. 00 425.91 19.50 431. 64 45.00 443.11 18.00 432.27 311. 00 116.68 50.5 6 311. 00 115.22 49.9 3 313.00 114.53 49.6 3 314.00 114.16 49.47 314.00 111.91 48.49 315.50 116.14 50.3 3 321. 50 121.61 52 .70 310.00 122.27 52.98 PAGE NO. 12 I I I MA s u x p 6 7 8 I M U M A N R E s s u R E JUNCTION NUMBER D s M 769.50 795.00 18.00 I N I MAXIMUM PRESSURES (psi) M U M --------------------- 8 53.73 1 52.57 M M A R Y 0 F I N F L 0 W S 430.84 435.25 433.98 VA L U E JUNCTION NUMBER 315.50 321. 50 310.00 s 115.34 113.75 123.98 MINIMUM PRESSURES (psi) --------------------- 7 49.29 6 49.98 A N D 0 U T F L 0 W S (+) INFLOWS INTO THE SYSTEM FROM FIXED GRADE NODES ( -) OUTFLOWS FROM THE SYSTEM INTO FIXED GRADE NODES PIPE FLOWRATE NUMBER ( gprn) -------------------- 9 1302.84 10 576.66 NET SYSTEM INFLOW = 1879.50 NET SYSTEM OUTFLOW = .00 NET SYSTEM DEMAND = 1879.50 D A T A C H A N G E S F 0 R N E X T S I M U L A T I 0 N D E M A N D C H A N G E S THE FOLLOWING SPECIFIC DEMAND CHANGES ARE MADE DATE = 09-04-1997 JOB NAME = JUNCTION NUMBER 2 5 DEMAND (gprn) 795.00 831. 00 PAGE NO. 11 49.98 49.29 53.73 JUNCTION NUMBER 6 7 DEMAND (gpm) 769.50 795.00 ************************************* S I M U L A T I 0 N R E S U L T S ************************************* THE RESULTS ARE OBTAINED AFTER 4 TRIALS WITH AN ACCURACY = .00002 p I p E L I N E R E s u L T s STATUS CODE: xx -CLOSED PIPE FG -FIXED GRADE NODE PU -PUMP LINE CV -CHECK VALVE RV -REGULATING VALVE TK -STORAGE TANK PIPE NODE NOS. FLOWRATE HEAD PUMP MINOR LINE HL/ NUMBER #1 #2 LOSS HEAD LOSS VELO. 1000 (gpm) (ft) (ft) (ft) (ft/s) (ft/f i ------------------------------------------------------------------------------ 1 8 1 558.66 1. 67 2 1 2 240.74 .44 3 2 3 195.74 .49 4 3 4 159.74 .13 5 1 5 245.92 .63 6 5 4 164.92 .43 7 4 6 261. 66 .41 8 6 7 -507.84 4.40 9-FG 7 0 -1302.84 15.75 10-FG 0 8 576.66 1. 02 J U N C T I 0 N N 0 D E R E S U L T S DATE = 09-04-1997 JOB NAME = JUNCTION JUNCTION NUMBER TITLE EXTERNAL HYDRAULIC DEMAND GRADE (gpm) (ft) .00 .00 3.57 10.1( .00 .00 1. 54 2 .12 .00 .00 1. 25 1. 4 1) .00 .00 1. 02 . 9 ff .00 .00 1. 57 2.21- .00 .00 1. 05 1. 05 .00 .00 1. 67 2.4 t .00 .00 3.24 8.4 7 .00 .00 8.32 48.4 / .00 .00 3.68 10.71- PAGE NO. 10 JUNCTION PRESSURE JUNCTI01' ELEVATION HEAD PRESS URI (ft) (ft) (psi) ------------------------------------------------------------------------------ 1 72.00 432 .32 311. 00 121. 32 52.57 2 45.00 431. 88 311. 00 120.88 52.38 3 36.00 431. 39 313.00 118.39 51. 30 4 63.00 431. 25 314.00 117.25 50.81 5 81. 00 431. 69 314.00 117.69 51. 00 I I I ------------------------------------------------------------------------------ 1 2 3 4 5 6 7 8 M A X I M U M A N D P R E S S U R E S JUNCTION NUMBER S U M M A R Y 8 7 0 F 72.00 45.00 36.00 63.00 831. 00 769.50 45.00 18.00 428.90 428.36 427.73 427.55 426.26 427.74 441. 5 7 432.72 311. 00 311. 00 313.00 314.00 314.00 315.50 321. 50 310.00 117.90 117.36 114.73 113.55 112.26 112.24 120.07 122.72 M I N I M U M V A L U E S MAXIMUM PRESSURES (psi) 53.18 52.03 I N F L 0 W S JUNCTION NUMBER 6 5 MINIMUM PRESSURES (psi) 48 .64 48 .64 A N D 0 U T F L 0 W S (+) INFLOWS INTO THE SYSTEM FROM FIXED GRADE NODES (-) OUTFLOWS FROM THE SYSTEM INTO FIXED GRADE NODES PIPE NUMBER 9 DATE = 09-04-1997 JOB NAME = 10 NET SYSTEM INFLOW = NET SYSTEM OUTFLOW = NET SYSTEM DEMAND = D A T A C H A N G E S FLOWRATE ( gprn) 987.36 892.14 1879.50 .00 1879.50 F 0 R N E X T D E M A N D C H A N G E S PAGE NO. 9 S I M U L A T I 0 N THE FOLLOWING SPECIFIC DEMAND CHANGES ARE MADE 51.09 50.86 49.72 49.20 48.64 48.64 52.03 53.18 D E M A N D C H A N G E S THE FOLLOWING SPECIFIC DEMAND CHANGES ARE MADE JUNCTION NUMBER 5 6 DEMAND ( gprn) 831. 00 769.50 ************************************* S I M U L A T I 0 N R E S U L T S ************************************* THE RESULTS ARE OBTAINED AFTER 3 TRIALS WITH AN ACCURACY = .00315 P I P E L I N E R E S U L T S STATUS CODE: XX -CLOSED PIPE CV -CHECK VALVE FG -FIXED GRADE NODE RV -REGULATING VALVE PU -PUMP LINE PIPE NUMBER NODE NOS. #1 #2 DATE = 09-04-1997 JOB NAME = FLOWRATE (gprn) HEAD LOSS (ft) PUMP HEAD (ft) TK -STORAGE TANK MINOR LOSS LINE VELO. PAGE NO. 8 (ft) (ft/s) HL/ 1000 (ft/f ----------------------------------------------------------------------------- 1 8 1 874.14 3.82 2 1 2 268.99 .53 3 2 3 223.99 .63 4 3 4 187.99 .18 5 1 5 533.15 2 .64 6 5 4 -297.85 1. 29 7 4 6 -172.86 .19 8 6 7 -942.36 13.83 9-FG 7 0 -987.36 9.43 10-FG 0 8 892.14 2.28 J U N C T I 0 N N 0 D E R E S U L T S JUNCTION NUMBER JUNCTION TITLE EXTERNAL DEMAND (gpm) ---------------- HYDRAULIC GRADE (ft) .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 JUNCTION ELEVATION (ft) .00 5.58 .00 1. 72 .00 1. 43 .00 1. 20 .00 3.40 .00 1. 90 .00 1.10 .00 6.01 .00 6.30 .00 5.69 PRESSURE HEAD (ft) 23.1 2.E 1. 8 1. 2 9.2 3.1 1.1 26.E 29.C 24.C JUNCTIC PRES SUI (psi) I I J U N C T I 0 N N 0 D E R E s u L T s JUNCTION JUNCTION EXTERNAL HYDRAULIC JUNCTION PRESSURE JUNCTIC NUMBER TITLE DEMAND GRADE ELEVATION HEAD PRES SUI (gpm) (ft) (ft) (ft) (psi) ----------------------------------------------------------------------------- 1 2 3 4 5 6 7 8 MA x I M U M A N D p R E s s u R E S JUNCTION NUMBER DATE = 09-04-1997 JOB NAME = S U M M A R Y 8 7 0 F 72.00 45.00 786.00 63.00 831.00 19.50 45.00 18.00 M I N I M U M MAXIMUM PRESSURES (psi) 53.04 52.53 I N F L 0 W S 428.01 311. 00 117.01 427.12 311.00 116.12 425.97 313.00 112.97 426.98 314.00 112.98 425.54 314.00 111.54 430.65 315.50 115.15 442.72 321. 50 121.22 432.39 310.00 122.39 V A L U E S JUNCTION NU MBER 5 3 MINIMUM PRESSURES PAGE NO. 7 (psi) 48.33 48.95 A N D 0 U T F L 0 W S (+) INFLOWS INTO THE SYSTEM FROM FIXED GRADE NODES (-) OUTFLOWS FROM THE SYSTEM INTO FIXED GRADE NODES PIPE FLOWRATE NUMBER (gpm) -------------------- 9 920.37 10 959.13 NET SYSTEM INFLOW = 1879.50 NET SYSTEM OUTFLOW :;: .00 NET SYSTEM DEMAND = 1879.50 D A T A C H A N G E S F 0 R N E X T S I M U L A T I 0 N 50. 7( 50.3~ 48.9 5 48.9E 48. 3 ~ 49.9t 52.5 ~ 53.04 I I I NET SYSTEM OUTFLOW = NET SYSTEM DEMAND = .00 1879.50 D A T A C H A N G E S F 0 R N E X T S I M U L A T I 0 N D E M A N D C H A N G E S THE FOLLOWING SPECIFIC DEMAND CHANGES ARE MADE JUNCTION NUMBER 3 5 DATE = 09-04-1997 JOB NAME = DEMAND (gpm) 786.00 831. 00 ************************************* S I M U L A T I 0 N R E S U L T S ************************************* PAGE NO. 6 THE RESULTS ARE OBTAINED AFTER 3 TRIALS WITH AN ACCURACY = .00009 p I p E L I N E R E s u L T s STATUS CODE: xx -CLOSED PIPE FG -FIXED GRADE NODE PU -PUMP LINE CV -CHECK VALVE RV -REGULATING VALVE TK -STORAGE TANK PIPE NODE NOS. FLOWRATE HEAD PUMP MINOR LINE HL/ NUMBER #1 #2 LOSS HEAD LOSS VELO. 1000 (gpm) (ft) (ft) (ft) (ft/s) (ft/f ----------------------------------------------------------------------------- 1 8 1 941.13 4.38 .00 .00 6.01 26.5 2 1 2 354.55 .89 .00 .00 2.26 4.3 3 2 3 309.55 1.15 .00 .00 1. 98 3.3 4 3 4 -476.45 1. 02 .00 .00 3.04 7.5 5 1 5 514.59 2.47 .00 .00 3.28 8.E 6 5 4 -316.41 1. 45 .00 .00 2.02 3.5 7 4 6 -855.87 3.67 .00 .00 5.46 22.:2 8 6 7 -875.37 12.07 .00 .00 5.59 23.2 9-FG 7 0 -920.37 8.28 .00 .00 5.87 25.4 10-FG 0 8 959.13 2.61 .00 .00 6.12 27.4 7 8 9-FG 10-FG 4 6 7 0 6 7 0 8 -845.11 -864.61 -909.61 969.89 3.59 11.80 8.10 2.67 .00 .00 .00 .00 .00 .00 .00 .00 5.39 5.52 5.81 6.19 J U N C T I 0 N N 0 D E R E S U L T S JUNCTION NUMBER 1 2 JUNCTION TITLE DATE = 09-04-1997 JOB NAME = 3 4 5 6 7 8 M A X I M U M A N D P R E S S U R E S JUNCTION NUMBER S U M M A R Y 8 7 0 F EXTERNAL DEMAND (gpm) 72.00 795.00 786.00 63.00 81. 00 19.50 45.00 18.00 HYDRAULIC GRADE (ft) 427.86 424.47 424.54 427.52 427.61 431.11 442.90 432.33 JUNCTION ELEVATION (ft) 311. 00 311. 00 313.00 314.00 314.00 315.50 321. 50 310.00 PRESSURE HEAD (ft) 116.86 113.47 PAGE NO. 5 111. 54 113.52 113.61 115.61 121. 40 122.33 M I N I M U M V A L U E S MAXIMUM PRESSURES (psi) 53.01 52.61 I N F L 0 W S JUNCTION NUMBER 3 2 MINIMUM PRESSURES (psi) 48.33 49.17 A N D 0 U T F L 0 W S (+) INFLOWS INTO THE SYSTEM FROM FIXED GRADE NODES (-) OUTFLOWS FROM THE SYSTEM INTO FIXED GRADE NODES PIPE NUMBER 9 10 NET SYSTEM INFLOW = FLOWRATE (gpm) 909.61 969. 8.9 1879.50 21. 7 22. 6 . 24. 9; 28. O• JUNCTIOJ PRESSUR J (psi) 50.64 49.17 48.33 49 .19 49.23 50.10 52.61 53.01 NUMBER (gprn) -------------------- 9 10 NET SYSTEM INFLOW NET SYSTEM OUTFLOW NET SYSTEM DEMAND DATE = 09-04-1997 JOB NAME = 685.44 -305.94 = 685.44 = -305.94 = 379.50 PAGE NO. 4 D A T A C H A N G E S F 0 R N E X T S I M U L A T I 0 N D E M A N D C H A N G E S THE FOLLOWING SPECIFIC DEMAND CHANGES ARE MADE JUNCTION NUMBER 2 3 DEMAND ( gprn) 795.00 786.00 ************************************* S I M U L A T I 0 N R E S U L T S ************************************* THE RESULTS ARE OBTAINED AFTER 4 TR I ALS WITH AN ACCURACY = .00011 p I p E L I N E R E s u L T s STATUS CODE: xx -CLOSED PIPE FG -FIXED GRADE NODE PU -PUMP LINE CV -CHECK VALVE RV -REGULATING VALVE TK -STORAGE TANK PIPE NODE NOS. FLOWRATE HEAD PUMP MINOR LINE HL/ NUMBER #1 #2 LOSS HEAD LOSS VELO. 1000 ( gprn) (ft) (ft) (ft) (ft/s) (ft/f ----------------------------------------------------------------------------- 1 8 1 951. 89 4.47 .00 .00 6.08 27.1 2 1 2 728.94 3.39 .00 .00 4.65 16.5 3 2 3 -66.06 .07 .00 .00 .42 . 1 4 3 4 -852.06 2.98 .00 .00 5.44 22.0 5 1 5 150.95 .26 .00 .00 .96 .9 6 5 4 69.95 .09 .00 .00 .45 . 2 1 8 2 1 3 2 4 3 5 1 DATE = 09-04-1997 JOB NAME = 6 5 7 4 8 6 9-FG 7 10-FG 0 J U N c T I 0 N N 0 JUNCTION JUNCTION NUMBER TITLE 1 2 3 4 5 4 6 7 0 8 -323.94 .61 .00 .00 2.07 3.68 -204.70 .32 .00 .00 1. 31 1. 57 -249.70 .77 .00 .00 1. 59 2.27 -285.70 .39 .00 .00 1. 82 2.92 -191.25 .40 .00 .00 1. 22 1. 39 PAGE NO. 3 -272.25 1. 09 .00 .00 1. 74 2.67 -620.94 2.03 .00 .00 3.96 12.29 -640.44 6.77 .00 .00 4.09 13.01 -685.44 4.80 .00 .00 4.37 14.75 -305.94 .31 .00 .00 1. 95 3.31 D E R E s u L T s EXTERNAL HYDRAULIC JUNCTION PRESSURE JUNC TION DEMAND GRADE ELEVATION HEAD PRESSURE (gprn) (ft) (ft) (ft) (ps i) ------------------------------------------------------------------------------ 1 2 3 4 5 6 7 8 M A X I M U M A N D P R E S S U R E S JUNCTION NUMBER S U M M A R Y 8 2 0 F 72.00 45.00 36.00 63.00 81. 00 19.50 45.00 18.00 M I N I M U M MAXIMUM PRESSURES (psi) 54.30 54.27 I .N F L 0 W S 435.92 311.00 124.9 2 436.24 311.00 125.24 43 7.02 313.00 124.0 2 437.41 314.00 123.41 436.32 314.00 12 2.32 439.44 315.50 123.94 446.20 321.50 124.70 435.31 310.00 125.31 V A L U E S JUNCTION NUMBER 5 4 MINIMUM PRESSURES (psi) 53.00 53.48 AND 0 U T F L 0 W S (+) INFLOWS INTO THE SYSTEM FROM FIXED GRADE NODES (-) OUTFLOWS FROM THE SYSTEM INTO FIXED GRADE NODES PIPE FLOWRATE 54.13 54.27 53.74 53.48 53.00 53.71 54.04 54.30 DATE = 09-04-1997 JOB NAME = PAGE NO. 2 JUNCTION JUNCTION NUMBER JUNCTION TITLE EXTERNAL DEMAND (gpm) ELEVATION CONNECTING PIPES (ft) 1 72.00 311. 00 1 2 5 2 45.00 311. 00 2 3 3 36.00 313.00 3 4 4 63.00 314.00 4 6 7 5 81. 00 314.00 5 6 6 19.50 315.50 7 8 7 45.00 321. 50 8 9 8 18.00 310.00 1 10 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 MAXI MUM AND MINIMUM PRESSURES = 2 s y s T E M c 0 N F I G u R A T I 0 N NUMBER OF PIPES ................... ( p) = 10 NUMBER OF JUNCTION NODES .......... ( j ) = 8 NUMBER OF PRIMARY LOOPS ........... ( 1) = 1 NUMBER OF FIXED GRADE NODES ....... ( f ) = 2 NUMBER OF SUPPLY ZONES ............ ( z ) = 1 ************************************* S I M U L A T I 0 N R E S U L T S ************************************* THE RESULTS ARE OBTAINED AFTER 6 TRIALS WITH AN ACCURACY = .00488 P I P E L I N E R E S U L T S STATUS CODE: PU -PUMP LINE XX -CLOSED PIPE CV -CHECK VALVE FG -FIXED GRADE NODE RV -REGULATING VALVE TK -STORAGE TANK PIPE NUMBER NODE NOS. #1 #2 FLOWRATE (gpm) HEAD LOSS (ft) PUMP HEAD (ft) MINOR LOSS (ft) LINE VELO. (ft/s) Hl lOC (ft/ ---------------------------------------------------------------------------- CITY OF COLLEGE STATION 399129 ACCOUNT NO . ______________ _ $ SOD 0 <7 Q --~ RECEIVED OF r ~ \_ii:Q£ FOR~o~52?~~s~;:sc~-tt_£.._SP~· Tr::.(QY)~, -- Paid by_Check I <b'3=fcash __ THANK YO~ CONSTRUCTION COST ESTIMATE Date June 9, 1997, Revised August 11 , 1997 By : SIB Est.# 1 Checked By : LAM Job# 653-001 Client: DMC Builders, Inc. Project Description Public Water & Sewer-Holleman Arms AEartments-Ci!l of College Station Item No . Descri tion Unit Unit Price Cost PUBLIC WATER LINE 1 8" Water Line-PVC-C900 LF 2,635 .00 $ 18 .00 $ 47 ,430 .00 2 8" x 18" Tapping Sleeve, Valve, & Box EA 2 .00 2,500 .00 5,000.00 3 Trench Safety LF 2,635 .00 2.50 6,587.50 4 8" Gate Valve & Box EA 6 .00 500 .00 3,000 .00 5 Fittings TON 0 .50 2,500 .00 1,250 .00 6 Clearing and Grubbing AC 1.20 5,000 .00 6,000.00 7 Fire H drant Assembl EA 6 .00 1,400 .00 8,400.00 Total Public Water Line $ 77 ,667.50 PUBLIC SANITARY SEWER-ONSITE 1 8" Sanitary Sewer LF 1,350 .00 $ 27 .50 $ 37 ,125 .00 2 Sanitary Sewer Manholes EA 3.00 1,500 .00 4,500 .00 3 Drop Sanitary Sewer Manhole EA 4.00 1,750 .00 7,000 .00 4 Trench Safety LF 1,3 50 .00 2 .50 3,3 75 .00 5 Clearin and Grubbin AC 0 .62 5,000 .00 3,100.00 Total Public Sanitary Sewer-Onsite $ 55 ,100 .00 PUBLIC SANITARY SEWER -OFFSITE 1 8" Sanitary Sewer, SDR 26 LF 518 .00 $ 25 .50 $ 13 ,209 .00 2 Sanitary Sewer Manhole EA 2.00 1,500 .00 3,000.00 3 Drop Sanitary Sewer Manhole EA 1.00 1,750 .00 1,750 .00 4 Trench Safety LF 518 .00 5.00 2,590 .00 5 Clearing and Grubbing AC 0 .32 5,000 .00 1,600 .00 6 Steel Casin -Bore and Jack (Exel. 8" San .) LF 60 .00 60 .00 3,600 .00 Total Public Sanitary Sewer -Offsite $ 25 ,749.00 TOTAL COST $ 158 ,516 .50 <t/24/97 . pp~1~ SitecL ENGINEERING coRP. August 3, 1998 Mr. Paul Kaspar City of College Station P .O. Box 9960 The Site Technology Group ENGINEERS • PLANNERS • SURVEYORS College Station, Texas 77842 RE : Holleman Arms Apartments -Elimination of stone overflow blankets Project No. 6S1 .. Q01_ Dear Paul : There have been multiple telephone conversations among our office, your office and the Contractor fo r Holleman Arms Apartments related to the stone overflow blankets shown at the detention basins on the permitted set of plans . My understanding of the conclusions reached, and the directives given the Contractor, is as follows : The stone overflow blankets between the Northerly basin and the Southerly basin (over the dividing berm), as well as the stone overflow blanket from the southerly basin to existing ground at the southeast comer of the site can be eliminated . (In our judgement, there will be no adverse . conditions created by such elimination assuming a fair stand of grass is established by project completion .) The finish ground elevations specified for the stone blankets shall still be achieved, but with earth and grass. The rip-rap aprons specified at the ends of stonn sewer pipes coming into the detention basins and at the downstream end of the concrete chutes from the curb cuts along the Southerly curb line must be installed as originally shown . Tf .... _ .... i..,.. ....... --•· q• .. "'\r.•: . ..,_ . .., --!•--... -.,,... .... +,.. .~.r "l'l'!"""".,.. .. .,n,l ,3 ....... +.,...._,.J!--...,.f' -.... .,.. ""~-,..1 u ..... ;.,.._n" 1°" d1·.c-.;-':>.,..0 -• .I.. JVU HQ.V"' UH) U\.IJ'-lVU.:> V.& '"'VllUU\,.oU".)' V JVUI U .1.\,,h,...1...>'-L.1-UUU15 VJ.. VU1 \.1\)11\.1.l ..>lV &.) .. , .1..1.\;.l .Vh"' please do not hesitate to call me. As always, thank you for your attention to this project. c.c. Mr. Randy Imfeld, Holleman .Arms Jobsite Tel. (281) 363-4039 2202 TIMBERLOCH PLACE SUITE 100 THE WOODLANDS, TEXAS 77380 Fax (281) 363-3459 SitecL ENGINEERING coRP. The Site Technology Group ENGINEERS • PLANNERS • SURVEYORS MEMORANDUM TO: BUI Lawrence, DMC Building Co. FROM: Lou Ann Montana, Sitech Engineering ~ RE: Mud tracked off-site at Holleman Arms Apartments DATE: November 19, 1997 Bill, This memorandum is a follow-up to a telephone conversation with your assistant, Raymond, this morning. The City of College Station has received several telephone complaints regarding mud tracked onto Holleman Drive, apparently from the Holleman Arms Apartments site. At least one of these calls implied that the mud had created a serious road hazard. I stated I would relay this information to you. Although we are simply the messenger in this regard, we would recommend that you take whatever steps are necessary to remedy this problem. Such steps might involve maintenance or enhancement of the stabilized construction entrance, or possibly washing down the tires before trucks leave the site. Steps need to be taken to remove mud already tracked off-site, and coordinated with the City for traffic safety. Thank you for your prompt attention to this matter. cc: Paul Kaspar Tel. (281) 363-4039 2202 TIMBERLOCH PLACE SUITE 100 THE WOODLANDS, TEXAS 77380 Fax (281) 363-3459 -- --_____________________ __..:_.....__ DEVELOPMENT PERMIT PERMIT NO. 474-B HOLLEMAN ARMS APARTMENTS FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE : CHAPTER 13 OF THE COLLEGE ST A TION CITY CODE SITE LEGAL DESCRIPTION: Lot 1, Holleman Arms Subdivision OWNER: College Station Student Housing, LTD . 6363 Woodway Houston, Texas 77057 (713) 977-4844 TYPE OF DEVELOPMENT: SITE ADDRESS: Not Addressed DRAINAGE BASIN: North Fork Trib. "B'', Bee Creek This permit is valid for site construction as shown upon the approved on-site construction plans. Upon resolution of the Wellborn water line easement situation that is currently being discussed between Wellborn Water Supply, City of College Station and College Station Student Housing, LTD., this development permit shall be valid for construction of all public infrastructure as shown on the approved public water and sewer construction plans. This development permit replaces DP#474 and DP#474-A. 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. The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original condition, placement and state. The Owner and/or Contractor shall be responsible for any damage to adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment as well as erosion, siltation or sedimentation resulting from the permitted work. Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced before any operations of this permit can begin. In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities. I hereby grant this permit for development of an area outside the special flood haz.ard 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 o e City o College Station that apply. Date ; / f-3o --11- Date DEVELOPMENT PERMIT PERMIT NO . 474 HOLLEMAN ARMS APARTMENTS FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Lot 1, Holleman Arms Subdivision OWNER: College Station Student Housing, LTD . 6363 Woodway Houston, Texas 77057 (713 )977-4844 TYPE OF DEVELOPMENT: SITE ADDRESS: Not Addressed DRAINAGE BASIN: North Fork Trib . "B", Bee Creek This permit is valid for site clearing and grading only. Upon approval of the public utility plan sheets, this permit shall be valid for the construction of the approved lines. Please be advised that you will be constructing the water lines at your on risk until the pipe flow analysis is submitted and approved by the City. 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. The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original condition, placement and state. The Owner and/or Contractor shall be responsible for any damage to adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment as well as erosion, siltation or sedimentation resulting from the permitted work. Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced before any operations of this permit can begin. This permit, being temporary, is valid only for sixty (60) days of the date shown below, and is not intended to allow the complete development of the site as proposed . Any work performed after the expiration of this permit is not covered, and is considered unauthorized . In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities. I hereby grant this permit for development of an area outside the special flood hazard area. All d opment shall be in accordance with the plans and specifications submitted to and approved by the C ty ngineer in the development permit application for the above named project and all of the codes and · ces of the C' liege Station that apply . Date B('L/17 Datl I DEVELOPMENT PERMIT PERMIT NO . 474-A HOLLEMAN ARMS APARTMENTS FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Lot 1, Holleman Arms Subdivision OWNER: College Station Student Housing, LTD . 6363 Woodway Houston, Texas 77057 (713 )977-4844 TYPE OF DEVELOPMENT: SITE ADDRESS: Not Addressed DRAINAGE BASIN: North Fork Trib. "B", Bee Creek This permit is valid for site clearing and rough grading as shown on the approved rough grading plans. 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. The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original condition, placement and state. The Owner and/or Contractor shall be responsible for any damage to adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment as well as erosion, siltation or sedimentation resulting from the permitted work. Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced before any operations of this permit can begin . This permit, being temporary, is valid only for sixty (60) days of the date shown below, and is not intended to allow the complete development of the site as proposed. Any work performed after the expiration of this permit is not covered, and is considered unauthorized. In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities . I hereby grant this permit for development of an area outside the special flood hazard area . All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit application for the above named project and all of the codes and ordinances the City f College Station that apply. Date 01 -l\ -0\.J Date SitecL ENGINEERING coRP. The Site Technology Group ENGINEERS • PLANNERS • SURVEYORS October 6, 1997 CITY OF COLLEGE STATION 1101 Texas Avenue College Station, TX 77842 A17N: Paul Kaspar RE: Holleman Arms Apartments -Development Permit Project No. 653-001 Dear Mr. Kaspar : We understand that the Development Permit for the Holleman Arms Apartments project has been issued . The wording includes a reservation to the effect that the development permit would become fully valid upon the City's agreement to the proposed relocation of the Wellborn Water Supply Corporation water line which was found to run within the project site . It is our understanding that the City is now in agreement with the proposed relocation plans and that the Development Permit can be considered fully valid . Please advise immediately if this is not the case . Thank you for your continued attention to this project. SITECH ENGINEERING CORPORATION T el. (2 8 1) 363-4039 Lou Ann Montana, RP .L. S. 2202 TIMBERLOCH PLACE SUITE 100 THE WOODLANDS, TEXAS 77380 Fax (281) 363-3459 Sitecft, ENGINEERING coRP. The Site Technology Group ENGINEERS • PLANNERS • SURVEYORS October 6, 1997 CITY OF COLLEGE STATION 1101 Texas Avenue College Station, Texas 77842 ATTN: RE: Mr. Paul Kaspar Holleman Arms Apartments -Fire Flow Analysis Job No. 653-001 Dear Mr. Kaspar: With regard to the above referenced project, please accept this letter as a formal transmittal document for the fire flow analysis submitted under separate cover on Thursday, September 11, 1997. A signed and sealed cover sheet for that analysis is enclosed to reflect my review. Please contact our Office if you require any additional infor continued attention to this project. cc: Mike Wick -DMC Builders, Inc. Bill Lawrence -Site Superinten ent Te l. (281) 363 -4039 2202 TIMBERLOCH PLACE SUITE 100 THE WOODLANDS, TEXAS 77380 k you for your Fax (281) 363-3459 -.. 09 /11 /199 7 11:11 713-260-7825 DMC BUILDERS PAGE 01 ·~·· .. 111•••• FAX Transmission From : Questions? To: Company: Address: Date: Time: DINERSTEIN COMPANIES, INC. Mike Wick Call 713/977-4844 ext. 336 Fax 713/260-7825 Paul Kasper, Graduate Eng . City of College Station September 11, 1997 9:55 AM DMC Builders Co., Inc. 6363 Woodway, Ste. 1000 Houston, Texas 77057 Fax :409/764-3496 Phone: Pages:l(including this one) If you do not receive any page of this fax please call Wanda at 713/977-4844 ext. 338 . .-. 09 /11 /1997 11:11 713-250-7825 DMC BUILDERS THE r~~ DINERSTEIN September 11 , 1997 COMPANIES Ms. Shirley Volk Development Coordinator City of College Station 1101 Texas Avenue College Station, TX 77842 RE: Holleman Arms Apartments -College Statio11 Dear Ms . Volk, PAGE 02 ·Attached to this letter is our check in the amount of $49,500.00 as payment in full of the $225.00 per housing unit assessment for parkland development. We are continuing our efforts to obtain an actual parcel ofland to transfer to the City in order to satisfy our parkland obligation, but to date have not been able to finalize a purchase. If within 6 months of today's date we are able to bring a satisfactory land parcel to the City, the City will refund our payment in the full amount of $49,500.00, upon acceptance of the land deed. If this exchange is agreeable, please have a copy of this letter signed by a City representative and return same to me. Should you have questions now or any time during the construction process, please give me a call. Very truly yours, Student Apartment Contractors, Ltd . By: DMC Building Company, Inc. General Partner CMA/wb / cc: W . Paul Kasper, Graduate Engineer Jack Dinerstein, Mike Wick, Bill Lawrence One Woodway Centre 6363 Woodway f71 ':I\ Q77.A.A.d.d City of College Station, Texas By: ________ _ 1 Oth Floor Houston, Texas 77057 -171 7 l=A X NO . 713-977 ·4806 09 /11 /199 7 11:11 71 3-250-7 8 2 5 DMC BUILDERS PAGE 03 41230 Federal Register I Vol. 57. No. 175 I Wednesday . September 9. 1992. /Notices Appendix C -NOi Form Instructions S.. Revel"M lor ln1tl\lc:Uon1 fQtm~. c.------·-:w1 ... A EPA u-••~""'-"'"'"....,,._., NIOES W•in;'=n. OC ~ FORM ,., Notice of Intent (NOi) for Storm Weter Olseharge.a Auoclated wtth ll'ldu11rlal Activity Under tht NPOES Genet'lll Permit s.i~ crf.,,. Noe.:. 011n .... , (Z)rW~ ,_ Nl,.. ~~in~ I or ll'li& """';,....,.II I:. aJftrizad by a NPCES c-mll u...i lcr •D-!11 -~O" ~.., ... -.1no..atial ~"" -Si.. ldenO!lecl 11'1 Sedler\ It ol ll'lia ft:ltln . &e=nll~ •/A"''-oei11g-11.112'1~Qel'11 canpiy wm · ,_ -_.., aridt!ICll'll o! N perrM, AU. N CESSARY llllFORMA TlON MUST SE PROVIOEC ON I FORU. 1. F9Cillty ~H:ir lnlMNDlrl ,...,...: r;'ll,U.. ~,r-1NI, .A:le ~ R:r, ~eit~-r~I ,C.Q NI(f ·. ~ -ro I I I F'h7>8 : 1l, 131'U-:-71U,4, 1 1(0, \~ 'l [ 1"1 Q a ~~~I\{ I I I r:u. ~:If I l 1 0 IQ I 0 I I Siaa..m cl reJ .t.Odreu : ' I I I I I I ! I o.r.ri()oeril.JCt: = v . c;iry : t±o 1 ~Ls:!~N, I I I I I I I I I I I I I I I Slal9T~ ZIP CQde ; ll Jci 1S 1f1 • I Ii] l:J II . Faall!'f/Slta Loc:aaon 1nrol'IT\locn NaT'oe : iH 10,L, L ~.MA,N A,fLM:i1 1CO ,LL£, G ,~, A,P 1l:S: ., I I I I& r.. Fa.::iliry Ula..:I Cl'I 11'.:il ~ ~s? (Yet N) [gJ AC!Clte!i6 '. 1l ,!-:71 ,t± Q, L1L1£1M ~I l:d 1t'.l 1~ •• ,Vi E. s, I. I I ' I I I I .I. I I I I Ci!)': C.o , Lc..c;,c,. 6 , s;,1 , t\"1; l.o 1N. I I I I l I I J Sta: lli] ZIP~] J18,l\tq ·, I I I I r.a:i~; I I I I ! I I 1.0">Q~:I I I I I I I I o..ar..t . W :seo:in: L._._I T_,.,s111p : I I I I l~:I I I I I Ill. Silll _,IY lnftlmlaocn MS4~il>'~: I I I . I I I Asceo.in; Wa!Br So:!y : 6 1E,E1 C1R.E.E,)~ I I I I I I I I I I I I I I l II Yca.i -Filir-Q :u a Co-petmit". i n -S!Drm Wal»' ~ P9t1Tlll Numoer; I I J.Je There Exi3o~ [8J Ou11tu:11a11Ve Oara.. ("( O' NJ is "" i:a:itia ReQuO'eo 1:> Submit M:rnu:iting ai::a? I 1. 2. Cf Jl [[] $1Cor~ald Prrnal"f : b101 I ~ryCcioe : I 2nd : I I I I I lt~: I I ) I I of.C"l : I I I I J ti ThiS Fm lii, iS a Miln'IC.-ct a Gtou~ ~pllc:illO'I. l»t Group ~ch.canon 11rnbef : l I I ! I If Ycu ..W.. ~ Ex 1s;ng NPOSS I r I I I ., Pe1TT1 1a , En• P9<m11 Numc:.": I I I I I I I I I I I I I ... I I I I I I I I I I IV . A'5dltelt'lal lnfQ<maDOn Requreo !or Cons;ouceon "'="'loes Only Prgjoa C.arpe OO"I SCNI Ola: Clas ; Ir. tr>& S!Drm Walllr Poil\IOon P'nPtWlb'I P\a.n ('l ~ 1 l . l Pl !~ l 0 .Co I LS tl~l f:sDmaa:I ~ ll C. 101a .ao, 1,J1 In ear,,pianot ""~ s =-.-ld!or L.:ical BJ Oil~ (In Al:r•J : Seditl"efll and Etcc.icn Pl.il.nc '? ("( a N) \/. ~llOO : I C8t'lly 11ro.r pena/l'f ot ..... ~I lttis ~I 8'lll .S ~rr$'\C: _.. JI'~ ume< ""f Cl i~ Ct ~ i'l ~ ~ & ''°'""' ~~ ti -.-. f\al ql.lalil\ed CllnCllnel or~ ;nw 1r-.c1 .,.al.la t. inftlrtNl)Otl wbmi!l8Cl . 6awCI on mt irclu:l' ot hi person et ~ 'llC"C ,....... t11 sJ$wrm . a l'CU pa!'SiOf'll dil9d!y rvsoon~ !cl'~ N ~ton ."" il'!fctmab'I sul:WTli ll.ed is. ti l"te beet o my linol>=• ans belet. n.. aco.i12•. rC1 canp119• 1 .,, ..,.... tiat ner. " a.zgnit'arlt ~ II>' wtrmilllng ta.at irlloor.a'<ltl, incl.ding l"te ~t:ility ct tine :,,prSonmlnl !or ....._.n;~. p~---· Oa:a : I (l1~1Q ,~({1ll _ ~Lr·~·l1 l!H.~~ I I I I I I I I I I I I I I I ~~UI ' ('yj l A 0 ) ~1-- \. A°'" J -I '-./ cP.1 ,.,,-~·:-t 'TI~· v SEP-09-1997 10:12 DATE : TRANSMISSION TO : NAME: COMPANY : TCE RERL ESTATE TEXAS COMMERCE BANK FACSIMILE MESSAGE September 9, 1997 W . Paul Kaspar City of College Station. Texas Department of Development Services TELEFAX NO.: (409) 764-3496 TOTAL# PAGES INCLUDING COVER SHEET : _8_ RECEIVED FROM: NAME : Jill Stanaland 713 216 7713 P .01/07 COMPANY : Texas Commerce Bank National Association DEPARTMENT: Commercial Real Estare Finance TELEPHONE NO .: (713) 216-8368 TELEFAX NO .: (713) 216-7713 RE : Application for letter of credit Please call Jill Stanaland (713) 216-8368 if there is a problem with transmission. SEP-09-1 9 9 7 10 :12 TCE REAL ES TATE 713 2 16 77 1 3 P .0 2/07 APPUCA TION ANO AGREEMENT FOR IRREVOCABLE STANDBY LETTER OF CREDIT [XJ WITHOUT RENEWALS 0 WITH RENEWALS Renewabieuno1 FOR BANK USE ONLY ---.._-._--· i L..C No.: To: TEXAS COMMERCE BANK NATIONAL A~IATION P.O. Box 2558 ~Olllfl: Houston, Texas n252-3300 ~No.: Date of this Application AUS\lSt 27. 1997 :::::::No:.:::::::=======:::::::::::::::~ Gentlemen ; ._~~1s;.:;..a."'"'e.::.._;_;1eNo.-'-'-"-: ______________ _. The undersigned Applicant(s) hereby request(s) you to establish an irrevocable Standby Lener of Credit as set forth below in such language as you may deem appropriate, with such variations from such terms as you may in your disaetion determine are necessary and are not materially Inconsistent with this Application and Agreement, and forward the same by: 0 cable/telex (full details) 0 Airmail 0 Brief Cable/teleX Original to Benef iciacy ~ Other uia FFDEFAL EKPRFSS Copy via fax to .Applicant D Through your correspondent for delivery to 1he beneficiary or advised through ____ ,..a...,t-'1(r""7.,.1-3..,)-.... 2 ... 6 ... 0-~7 ..... 8....,2 ... 6..._ ___ _ ;]§ Oirec:tty to benefldary All banking charges other than lhe Issuing Bank's are for D Beneficiary IX! Applicant(s) uabilil'f of on Bel\alf of (as to appear on Lefter of Credit) POI Financial Corporation College Station Student .lieu.sing I, Ltd. 6363 ~y, SUite 1000 6363 Wxxlway, SUite 1000 lb.lston, Texas 77057 Houston, Texas 77057 Attention: Vincent T. caltagirane, III Vincent T. caltagirone, III In favor of (Beneficiary) Amount City of College Station, Texas In figures: $158,516.50 Departltent of Developn:mt Services P.O. Box 9960 Colle<)e Station, Texas 77842-0960 In words: One HurX1red and Fifty-Eight Tlxmsand, Attention: w. Paul :Kasp:ir, Graduate Enain~ C.'P" Five h"undred and Sixteen Dollars and Partial drawings: l2G Allowed 0 Not Allowed Expiring at the dose at business on r·ircy \ .... en0> If drawings are allowed in installments within ijYen periods at1d no drawing is made tor an installment within the applicable period, 1he aedit March 1, 1998 0 Shall D Shall not be available for subsequent installments At your counlBl'S. unless Ol!'l8rWise indicated , for Sight Payment To be available by drafts at sight drawn on you duty signed and endorsed , or specify a"'f other drawee : ~ Artd accompanied by documens as specified below: Beneficiar(s manually signed statement on i!S le!!@mead reading exactly as follows: (Complete only when #le beneficiaty's ban~ or correspondent is to issue its undenaking based on the issued Standby Le:ier or Credi() 0 A@quKt beneficiary's bank ID issue and deliver !heir (specify type at undertakirig. bid or performance bond, or olhe() In favor ot : For an amount not exceeding 11'\at spedfil!!d abo11e, etrl!!Ctive immed iately and expir ing at !Mir off ice on (30 days ptiol' to exp/rf Clll8 above) relative to THE OPENING OF THIS CREDIT IS SUBJECT TO THE TEFl ... S ANO CONDITIONS AS SET FORTH ON THE FOLLOWING PAGES . TO WHICH TEAMS ANO CONDITIONS WE AGREE Ptease date and sign lhiS Application and Agreemem on Page 4 hereof. Page 1 of4 SEP -09-1 9 97 10:12 TCE REAL ESTATE 71 3 2 16 7 71 3 TEAMS AND CONDmoNS FOA STANDBY lETT£R OF CREDIT In~ Of !he Issuance '1f lhe '9ll8r Cll cnGl ltd al relWWllis , ntlfllbns, "809CM1adS and •••41....a thl'90f (119!9111 Cllllm Ill "QaOr) II)' a.Ilk In aa:oidanc:e wllh Itta APOllCmlloll Ind Ao,_mt,.. (this ·~nti. llw Ul'ldlrSIQn8d (taMl.n.tr c:alad "Appbrits," ......,_ cnt or ,,_.) ~ -.I ___.., 11;1W ID 1'11 IOlowlng ... ""' condlllan&: 1. Appllcan• Pft1m"'8 ID "" 10 Benk on demllld It It:; ol!lal shown Ol'I ~I'll . In Ul"Ald S18191 CUIT911CY u 1ollow$: A. As IO drafts, chin, demands, or OCl'l8t evidence al anmuli!S ~under or~ ID be O'IMll unoer 918 Cradll wtllcll are payaDle In Unllad Sl.-a CU"91q', 1119 lllllOllnl pakf ._.,n, or, • so dalllanOed by BeM, " ~ Sant at Ila aftlce In edllanot Die MIOUl'll ~ 10 PIY suefl OIWI:. o~. O.!Mllds ot ollat 8ViOeftm of amounca omwi ul'IOIK or pulllOl9nQ tD De drawri ul'ldetlbe er.it; B. As ID dnlfts, draws, demands, or octw ~ of amounll!I drawn under or pcilpOIUng ID be dl"llWn under U. er.di 'llftlldl -p~ In CUll91'1C)' Clttler lt\8l'I UnllBd Siiia CUl'l'WnCY , ellNf (1) 1r. amounl palll In u. aJl"l'BtlCY d lhl CNdlt • 1hB bank ot Bank's Cl'IOlce In 1119 muntry o1 sudl ammey, OI' (II) lho eq..U.nl ol llm lllf'Ql'll pild, In Unled $18* a.imtncy, at Bank's "'911 cwrenl ~ rue ftlt' sud! currerq; C. Al cam , lellles. mr:iosts. OU119S, Chalges... 1-s. d9duc:alens or W111111DIOI~ of any nalUl9 wh~r ano 1:1y wtibi ,_,and whenMM' lmpo:!llllS In ccnl'BSIDn •Ill 11'11$ Agra&11&1t, 118 Credi or any hnMl:liOns "91'8Under or lhel9Ufldef; and O. 1.-nisi on al a!l'IOUncs owing ro Bank hereunder 111 lr'8 1r111111rnum nonusul'Clls ral9 d '"'818st pennlnld II)' applblblie laws o11he Uri-.S Slales cc America or lhe Sim.e of Taus. from tine ~ time In eftea, 'llltlll::NWr Sl'ill permit ti. hlgheSI lllwlul nllB ~r callel '1hll Highest l..Dftll R•i. At an ttinr.;, I any. Iha! Olai;:11tr One ol Tiit 79. Tum Flevtsed CMI Statues. 1925. a amended, aslabl$hes fie Higl'lesl t.Pful Ra•. the Mig!WEt l.Jlwful Flal9 sllaA Ila the "lnllcail9d" 1"1119 CJOIU!ig (as d9fWled 1'1efein) 1"'m Qne ID tnie In etl«i. It lis 1he lftt8nlion of Applicants and Bank 1o ~ scncily10 appbble usury lilwS. II ls lhe19fore agreed ht (I)"· IOI' arrt resson, Ille lnlBrlSt l9CllMld fOI' Ole aaual period of tt. edslenm of afff lballl II)' a.nic •reunoet 8IC88ds Ille Hlgl'lest Lawful Adi, Bank sllall HlllRI ID Appllcanl& 1he amounl of lh8 -or ahal c:redl 1he amounS Of .. -egainst -n• ~ Mraunder and sllaV llCil be subject ID .,,, Of !fie penlllftlas prowlOaCI Dy ... tor Q)nll'llCllftQ for, Cl'ISV~· OI ~ lnl8f8Q In umss of !he ~lmi:t Lawful Rate, (II) Ille '9!119ga1& Of al i nltr9SI ard olher dla1119s c:iormill.lln; irc-1 l.llder applc:ab9 ,_ ard C0111Jac:ta:I fof. dllsgHble or ~le under tnls AQ!Mment « olhElrwGe in mnra::llan with lhb Ag-ment or Ille c::r.oit. sl'lal noc tor 1flB -a P8rb:t of lh8 ellsllnot cc any b811 hateutdel' a::eed Ille maxlna.lm amount of i9tasr, ftOlt ~ a r98 In PiCllSS of lie Higl'leSI. Unitut RID. (ii)«. k>r any ._.,n, ~UftOCIS 11119-t Is Qll1ba:ted klr, chaiged or l9Cl!Mld, then the 9Clill remeoy Clf Applcai'IS shall be ID 11KBlwe a All1111d theraof or a cndil on 11111 aocrueCI anc:J unpalO lnt&nl• and unpeil pmelpal under lrliS Agl'Mfn8ftt equal IO Ille usuriDu& Ina.a., l being ag...s 11181 usunous lnl819SI sfl811 mean Ole amount l:ly ...,,i::ll tt. 101&1 l•..r CZilllnd9d tor, cNrged Of !*»flted 8l<Oll8ds Iha amounr of lntenlSl alloiw9d bf apcilcabl9 W: an<I this ~ shal t. IMllomallalty daenal ""°"'*' so as lll pennlt only Iha mledi>n <JI ttie Hlgflel La.tUI R• " inleAISI. and {Iii) de!BnninallDn d Ole re of lrner.st on •11'1 !Daft ewtoetocad fleC'all'/ Sllal be trl8de II)' imonlzlng, prorating, aloc:lllng, ano sp1ead9'g, in ~ual pallS dY11ng fPie petted ol 1119 lull $!al8CI term Of II.di lr:ian , all inlBnm 111 anytime CD1i11.adtor.c:hllrged or~ f!om AoollellnlS In crinnediDn wllhsudl ban. e. Appllearlls asume al llSb (polllca~ economic or otherwise) ol dlsrvplions or kitemiptiorr. 1n a.11Tenc:y exdlallge wftl'I resped to any oemand payabkt kl oltl« than Un..O Sia• cunenciy. and II there Is no tnen prevallirig oxdlange ralB, Benk mmy OOlain Irle non-t.lnllacl S~ QJfT9lq' ftom any commen:ialy ~ source. in wNctl CBSe Aopliads sll .. pay 8ank's cmt Ulel'llfor, incksMI ol all e1penses. ~ UnirBd States cunenq-. F. Danmnd. for all purposes of !his Ag~ne1n, shall be CDll$i09'9d ITllld8cthelime88flk1N111s. lelephonas or otherwl58 serlds l'IOlllCallOn 1:> Appllcants.. G. Applil:ants ag,_ to pay IO Bank. arry Member 8/ICl/or Comlspondeftl (as llel91naft8r Cleflned). or ns c:onaspomene, annually In adva11CB l'IOl lalar Ulan foity·lllle (45) d• prior 10 the.,.,, OJlftllll ei;plnlllon dele d lhe Oedn, aD lees and c:ommisalons owing ID or Wftidl lbecome -wig In '8Sf9d <11 the Cnidi. Sucti ,_and CDlfHl"lis3lons slial tie Pl)'atlle a Irle "911 CUIT9nt nltO dlaV8d by Bank an4'or $Udl Olher ~s). Payment of sudl tees or a>mmlsslons In ~see sllal not allecl Ille 6anl(s ~ tigN not to,._ Ille Credit; i-....t, stolid S.k d8c*'e In ts Sola Ind ahaokila Obc:nlllori nol IO re.-Ole Cl8dil. Sank shall nifund aud1 adltance Pa,ment 10 Appllc:anla. 2. .Ai:oplleants 90199 lhal I llacause of any law or 19gulatkln. or becausa of any change In any millllng law or nigi.Uaon, or in the lnlBfpftlt.dDn !tiered by~ Official autmrt)'. wtiaMt or nc1 ll8'olWICI me torte d i.w, Wfllell (Z)m8S l'tlo tfted all9r lhB d-Of INS Agteemanl, (a) 8ank or ~ sllOulO. •11'11.,,.:110 ltlls Ag-ft'aftt, l"8 Cl9da or fll'l lr1ll'ISal:tiol\S t.reunder or l/lervYPder. tie subjed lo any tax, Cl'l11V9, '"· insunn:e p19nwm, da!U1210n m wteillolcllng of any Did ~. or ~) ...,... raquftmenr:s.. or d\angm in ezls~ 1'81S81W reqUll8ntnts . .sholllcl I» lmpOsed on Banll: Wllll resoect ID 1lliS ~nc Ot Ille 090il or 811!( nnudclrlc ~ or INfeunder, llld r arry ct Irle atio..rnenlbrmd -"*· or arry other slrnllar INUIU9, Slloolld l95Ul In (I) 8lff ft:lease tn 1r1e <D1110 Bank of IB:wlng md ll'IU\llllrllf19 11'19 Qwdil pUISUant IP thi& Ag,__ or ol eny 1Ja111acllon under or In oonnecllOti Wiii Ille Ct9dlt or OliS AQreement, or jll) any 1'8dudion in tr. ocymenr or Oeoosl al any amount (principal, inlet'osl, .... commission or olhenrolill9) l'BC8ivable by Bank In "'SC*I ol thl Ctedlr or oies .llgl9ement or d atty oansar::fiOn urder the Credit or INS AQ1MC11911t, tl'l8rl AppbMS 5111111 pay I> Bank upon d8ll'l8l'ld sucfl lnel9esed QO$l or l90UCllon. lnduding such 80CI lioftal arro.aits as may be ~ ry so thar -ry net payment or deposl, aftar deduelion or .thholding tor or on BCCDUnt of sldl parmenl or depo$1! (i'ld~lfl9 any taxes le"'9d on .Odilional amounts pai::I pursuarlt to tlliS paragrapll) ... no1 be llllSs than ti. awrespondtng amouroc p11:11110ed fOf IMdlr !he Cl'Wldl Ol tl'li.s AQrwmenr before gMng e"8a ID sudi lt'D911S8d cosr or 19ducrton : pteMcled rt1a1 in no_, snal I/Pf addllionaJ amountswtlt:li CDl'll!i\tllUle Lneerestucaed Wl'lllt LS OOt'ISi:ler90 , IOglll11'18r .. h al1-lnl8nlsr P8)'1ftelltli, lhe Hlghesl lawful R-. 3 . AY&lmants lftder li'le Ctedlll ~be elf«l9d IM:>ugll 8ank or any advising or COl!fWming bank (lhe "Payi:>r") c 1he trlen currenl bll)'lng ral& of tllEI Pfrfor lor llolnkef$ a.lghl dndla •the pl-ln>m which N ~r Ls ID rece111e ni+mt>urw!Tll,.. under !he l8Cms ot the Cl'edi!, R being ui"dlnlcod and tuntier agl88d : (a) lhlll lhe amoura(s) dli$1llJ,_, to 1lllt tlen9riClaly(laS) ,. ... llllH'8f0 may De in the OKT911C)' ball 10 l1le Sle of trle Pa,or . .,.., ~ be redlad bf any laJies aftC/or Cllfler Cfiatgas 1Wl'e!ller of 1h8 Pa,o1 or oehe,_, and (b) llW an •1ee or an svallmenl under Ille cr.dR ffOll'I the Ptlf« shall be surrcilnr !Mdence to Bank at an 11Valtmnt under lh9 Cnldll. and SUCl'I ewl08tlCll t1'1818Cll Sllal be ~ llPOfi Applicants lot Irle purposes ot thi; Acl198m&i'il '· If at any time(s) any funds MQ'or s.ea..ities 819 paid !O or dtpos_, •1111 or under !he control of Batik. no« c payment unOer paragrapll 1 lieniof, but ID be held ..iaa.e hell!llD, same shall toe held e Cllllaleral sealflly IOt 1119 OMigaliDns (aa heremafler del~ and withc>UI ApplcatU 118Ylng BrfY rigt11 10 dbpaae d lhe same wl'lie eny ot.li;atlOns (as htlreinallllr oelined) exm under 1Ns AgrEmant, bUl wtlll 1"9 dlscftlli:>nary rigllc In 6anic to 1'91Nsa or SUl'l9nder al or any pa., of said tunds and/or !ISCUridBs 1:> or upon ltie Ol$ir d A~IS. n 8fPf sucn tunos are availa&ltl to Sank• b Clfflca In ll'le aJ~ of the en.tll at .,.., dme Bier any payment may become due l'iereunder, Bank may (adlng in eactl lnslBnce In tis dl!icr8l.tln and 'follttiaut being l9QUntJ ID make any prbr demand IOI' PIY"*'I "8feunde~ lll)pt;' d"' arry pan ltl8l90f al any llma(s) on ICICl)Unt Clf !tie Olilgatlons (as hel91nafttr 09flned). lr!Qpec:lll4 of the then curren! 1'1118 Cll oxellange. Stiauld fhe agg19!1'1e "*"" "'81ue d etJY $UCl'I 1UllCS •"'I« seaniBs a1 a..., lirlle(S) sUlf9r f1frt ddne. or sl'lolM any Sidi property be unll'olala~ at any ~ for any reaon iO Bank at Its ocrm or fail to aintorm to legal ~-AppllcanlS Wiii , upon dell'lll'ld, mu. Suell pa~nt(s) on .aoount ol Irle alon1sald O.llgalll!l\J, or c adelional oollateral Uie1'91or, will 0900Sil Md pledge •itl'i aa.. ascs.1on.1 property lhlll ls :satisfadDly b 8ar>lc. II any sud! funds m afo111S&ld be Olher flan Unll90 Sia* ODllars and CICICllSi:ln artses for a nifut'lll by Bank of all or any IXJl1ion rta.d.11 "'81 lie O!llianal wllPi 8al'llC as IO wl'l90I« IWfund w• 119 rnaoe (a) In Ul\iled Stales Cklllar$ • 1119 ~ rale for lta h:nlgn CU"9rqt °" the ~IB of "'fund. or (b) in ..., arraunt and land of 11'18 for&lgn cumtney on Iha dale ot rcrfurd , or (c) lly lftstrucllng a Dtandl or CIJf19gpondenl Cll Bank lo llOlrS 1tle 19fundabl9 amollnl at mnu;i n cvm!rlCf fDl Applleanls" account encl risk. 5. A;iofants 1191811)' pledgo . as:ign and hypoltiecalB 111 Bank as S8CUltfy lot any and all of lhe o&llg•Uons anO lilbiflies o1 Appli:.an&s wlll respecr ~Iha Oafft. Iha APPIC:ali:>n portion of this Ag198ment (lhe "Appllc:allon1 1111d 1111$ ~I'll . whether flerelnl)efore or lwieinaflBr relemld la, "°" or hereafter ntaing (llet91n called tne "00iga1i011$1. any an4 au pfOC)9tty CJI Applcants "°"' ar at any rtme(a) he181ftet n 8ank'5 pasaaulDl'i or control or in hi possesson or control o1 any third Plll'Y .-:2lng 1n Blll*'s bshall, wl-'-for tlw expn!ISS pwp::i119 of being ~by Bank as oola»ral S8CUriy or for safeli:Mping or tor any Ollwr or dffe"'nl purpose, lnclJdtng $ucPI propeity as may be in translf by ma~ or earrior IO Of from Batik. a lien and securay lnle,.1 Cl8irlg hen1by g~ Bank upon and in any and all :;&di proper1y tor 1'111 aggnigale amount cc IPi9 eoigatloni;; and Applicam& autnortze Bank. at Sanl<'s op110n , at lhf time(s), whelher or nol tht properfy trien held by Bank as sea.imy hereunder IS OMmed tJy 8ank to be aleQUlle. to aPO"Ol)tlale and aooiy iO or upon any and atl of tta OtlllgallOllS, wnetner or not then due. any ano 11 monies now or he1eafler wfth Sank oo deposit or~ to Ille credit of or bebnglng to AppUcanlB and ln Banl:s lli$Creti0n . to hold anr such monies as sacuri!y lor anr &I.di Oblogaaons untll lfle exad atTmunt 11'19reof, l any. Shall 1111"1 been oef"otlllelY &sC*\lined II)' 8anlc. Bank's '91ts. lien& and 18all'I!)' Interests hef9Under shaa contlnL18 ullimpeirecl, llWS Applicants Sl'lall be and "'main ol>ligllllld In 81XlDR!anc:e wllh the •rrn:5 ard pmvisons heniof. nolWll:hatandlng !fie releue Ot sub&llDJion of any prooeny Wl'lidl 11111y Ila held u mna1era1 hel9under al any t11na(s) or 01 /Illy "9MS or in191'eMS trleleln. or llllY delay. elt19nsion 01 IWne . renewal . c:otnp1t1mlse or oi•r lnClulp9nce gran.i by Bank In rtlet9nce to 11rf Ol ll'ie ~igaliol\$, 01 any promi&aory noce, drllill, tllll of udulnge or Olher hllrument gnn 8alilr in oonn.:tcm with any ol •he Obllgallons , Applieatl1$, and eadl of"*" lndMOualy, r.re&y waMng nollae of any sud\ dala'Y. elllanslllft, 181aase, suestlMLon, ,..,,..,al , compromise or olher Indulge,.., and !leraby conseri1Sig IO be bourd 111ere11y as fl.Illy and oflec:lually as •Applicants had ni>rassl)' agreed U.191D In advance. 6. Applicancs 8111'98 ar any tirre and liom time 10 lime. on demand ,(~ 10 del 1Ver, con"8y , tr1ns!et or ass~n 10 Rank. as securily1or any an:l all al the O!lllQalions. 1no llSo for any and all Olller OC)figarion.s ard /or Habiliries. absolute or contingent Clue or 'IO becDlne csue , wrolefl a1t1 ncNt . or may at any tiftoiCI l\e19aller . b9 Oiiing bf A.p!'ILcants IO Banll. ecldl!lonal $8CL1tly of a value and Cflaraaer satisfaaory lo Bank. or (M) 10 makll sudl cash paymenl(s) in parual or full sa1is!aaion of u. OllilgallOnS OI sud'i Oll'ier obligations or lU!ltN as 8ank In !rs sole diac:r&oon may requite . 7. . Bank i5 herell)' authorized, ~t rrs opllon anCJ •ftPIOUI any obligarion 1a do so . ltl rransler lo and/or nigisler in tl'le name(s) ot Bank's noml'lee(s) al or eny pan Ol lhe property which may be 11910 by It as S«Ufily al any lirne(s) l'lereunOtt. anO to do 50 llafore or aner Illa maturily of any cf !he Obligarions and witll or "Without notice IO Applicants . 8 . "The we"' •Pftloel!Y' as ll5llCI lletein lndudes goods 1n0 ~ise (•wen as 81'\y and al dOalment: ..ian.e thereto). sewiiies, tundi;, mi:>nies ~ un~ Sta18S cum1ncy or otPierw&e). ct1C1S8S In ac:non ano any and al other forms OI procieny. w!lether 1eal. personal or mlxeCI, t1ngl ble or f'ltanglble, .no any fight or int&~ at AppllcaM>. or any one or more of them. tllar8in or thereto. Banlc i$ Mltllorized, at lls opb:>n, 1:> Ille 11nandn9 s1a1e<11enl{s) and con1in ... ation s1a-<s> ••ho&& the 1:ogn81Ull9 ot Applicants willl 19$99CS IO any of IN~. anCI A.pplicanl5 jolnttf and _,.11y agree 1o Pll)' lhe cosr d 1IDf slldl fll ng SN! to sign upon raqtea any "1strumen~. docuinents or Oll'Br ·papers wlldi Bank may req~ IO l*'fect Ira secumy 1nteros1 In !tie property. A carbon , pPIOIOgrapPiie or otl'iet tel)IOduc:tion ol llliS Agreement Sll&ll be sufficienl as a l inandng Sla18m8nL SEP-09 -1997 10 :1 3 TCB REA L ESTATE 7 13 2 15 7 71 3 P.0 4/07 9. No p~ Ol tne er.. •• tie u..O lot lily P"'JID'8 wtlt:h waullS oonslllul& llO 0.011 1 "purpou cndlr" ....., .. ...,..~ d Allguilllol'I u d .. 8mnf aC Gr:Mlrnors d !tie F9dlql ~ Sy9m. 10. A#llcllnts jclll'O/ Ind .,.,.ny ..-ent lllS nlftnl 1'1• (•)-=ti d O.m Wlllcft 11 l'IOI • nlllllral si-on ~ OUtf CSVMIUd In plCI .. ,.,Ilg ltld v.adly ~ WITI u JIO#l4' and altholty eo 9UQlll '* ..-~ (b) o.-*"' at thll ~he tlMll duly llllh:lirfilld ~al,_..,. mlDrl an 1111 pe11 «au AppblO.., c1o1s ..-,..,.._ or w11C1..,.. any ..... 111g&MM:xl. on»r or diJc:rw or ttl9 aftlc:lls at ftzlrpoflllclll, ti,INI. ~ ..,_, •• or any GOW~ dclr:unanl d M'f AppllcMt; (c) all ..... ~-pennllS Md frMCflllae fl:lr the~ of AppllcMr'• Illa~ -In fl.ti form and ettm; (d) .,,., tlnlf!IC69 a--....._.., ID Ben~ tn CDt•WClb• '*WWl!I ~ Pl991'11 9ie flftlnclll WndaOn.., ~ ol ~ ol 1'19 sUOjllcl or ailbjlldl ttwraot • ol .. ~Ind tar the perbds ~ lhenl*I, ..:I no rnalllffel adwerw ~ has ocamid ~die fhanc:llll condllDfl or N SutJl8d or lllbjac:ts lhlr.::rl me. a. cia.s lhel90f: (•) --a d8clalM1 In~ ti> 8al'llC In aon..a.bn .......,, no ~llDI or admlnllihlM poaeadrog Is pendr.g or llMwlltned a;UISf wry Appllcanr; .m l1) e8dl A~ ae fllid II 1m. P8IUrTIS '9'lftd IO M-. b9ecl llld llld paid .. tDll9 .,_ dlarwan ID be M. Applcanls tunrler l9pl9S8nt Ind wannt ID Bank IN! Applk:lllD n not now In vlallD:ln ol mt 911Pilr:e9 ldlllona on "'8 ._.,.... M10Ulll of 1o-that ff111Y be rn9de eo a ~r b!f SfY llnder and fl• llluance of Iha Cradfl ~ Benk wit ilOI lll, or Clll.a 11119 111111""11• CftlSI OWll8ndlng ID rnf or II Appilr::al'lls ID lll.C88d such llmftallons, and ApplicanlS aMINUll ..:I "91'89 IMI ~plcanis wtl II Ill tmas during lhrl 19nn d eiS AQ!Mm9nt tu~ ccrl'IP'f Will and fullr &Mse Barlk MCI Memeer, 1 llrf. a1 aacrcumsian::. rea...nrm. Ill ewllmblll landill9 llftlts. 11 . Upon tte JUt-pBlformmnc:e d any ol the proml!les ID pay ...,_.n • tonh, °'upon the -.payment of any al the C1t:1U;8t1ons er Olher ~aons or llabllilas at A11911r:ants llel'aln , or upon the flliunt at Applmnts ID lumbll sallldacm!y m:ld-lonal co111111111 or ID mm P8Y"'8nls on account as '-"!lnabo\119 ~.or ID pelfom'I °' ODmp~ wllll 1ny of the odl8I' l9flTIS or provl510nS ol 1'11S Ag..-111, or In "'8 9Y9nt ol dlllllllt under ariy sec:unry egl99llMHll or guarani)' ot OIMr ~ sec:urtng OI' 9U8'8111Ming Applicants' pll)'menl and perfonnanca d the Obllg8lbns. or shoulr:I erry "1formalion supplied on ballall 'C>f Applll::an1$ P"""" to be tncon'llCl. fllSe or m&IBlldlng, or In ir., _,,al the deetft, ~ICY. t.us!Mss faluni. dlsaolullon or lllf'lnlnali:lri Of exlslence Cit any APPllCal'll , or n c:ae ltlY oelliOll WI bankr\/plcr is flBd ~or 898111SC My Appllc:m'lt, or any pmaiedlng a -~ iol' lhe ....., or rHdjuSlllWl'll ol ""1 lndebl9dnlss oC .,,,. Appltcslt, *'9f !Mlugh ~. composilbn, eidl8Mion or OCftefWlse. or r any Applicant should inalce an asslglllllSll for the benBll d <ndllols or lalai o-. of 1J1Pf lnsot"'9ncy •· 0t • a f9C9MW tot ""1 pmpeny of any AQp11e911 Slioulr:I a. ~ at 81'1 line. and In -11 aiae ""Y flf "'8 f0f990ing I= n&l9d 11ar laws or 19gulaflons ol any jUnsdlalor'I relallng 10 Ille .. .., al del*>rs, llen upon Sidi aa:u119noe, arry or al af 1111 Ollllgaeons &"81, 111 &.nk's opllon. baalme due and pll)'llble lnumdllht,'. Wftl'IOIA demand or norlea. notioe ct aa:alemmn rd crf lnl.ertuon ID acalllrale bel'l!I i..eiv a;nat,o waluaf byem:ti Appbftt. 12. Upon Appbna· taal19 ID i>-r any Otlligllri)n when due, as *""81d. or Upoti ITle OCICllmlnoe at any of lhe 8¥8rll:s Oe:s<;r1bed In P9r1Ql'IPl'I 11 atlcMI , Bank Sllal ft8"8 , In addllan ID al~ rlghla and remedleS a~ tly law. the ~· mmatilillly, wllhout c:lemard fer perfonnai.» MCI wthoul nodte ell lr9'nllOn 1D al ot at Iha lime or pllm of s8lll or d 19dempllorl or CIUl8t ftCIUclt ot demand wtialsoe¥er to mt ... Plcal'll, all Of whlctl 11'9 liefei:i,t expi'8881y •alwed . ...., 1Wtllelllt adoer'lisemant, ID ,.,.. al arr/ bftllrBl's bolln:I, or al pubic or prtvue aale, 01 tD grm11 OpillOll$10 purc:llase, ot ~to 1911!1ze 11pon the whole or trom ame IO llnw sry pen af !tie eolllhllal upon wtrid:l 8ank SNll Mve a S9CllltY lnl9Nl!a or 11911 • .rorasald. or MY lftlBftBl wtildl Applcanls mav haw 1'*9itl, Ind after dedlldlng fram lhe PftlCIMdS Cll sa8 or CIOl8r di.sposliOtl Of er. said c:olllllmtl al 9lql8nSBS (Including tna not lmtllld ft> ~ l!bmeys' taes tor '8gal saMr:as af ewery ldrd and ot?ler • .,_ as ll8I fol'lh llieioW) Sllall IPPt>' the rasidue of :s&dl prameds IDllll" hi peyment d any d the Otlllgations. In sUCll oroer as !lank shal elect. and ""1elher !ten due or no1 dua, Appllclna .. 11'18111ng llabte tor any deficiency 191nalnlng unpelel llfter well appllc:alllll'i. n nodce d any sale or o-.r dtsp:llllllOn Is ~ Dy ..., ft> be 9W9!1 , each Aflpllcanl "-~ ag-trlllll a notice aelll al IM.Sl two (2) days tmfl)re Ille 1me d ant !Nencled pullllC salt or of lhe llme after wtridl any pnva1e salt or other disposilio11 of Ill& said mllalllral IS ID bo made, slllll be rauonahl9 nob al slleh sale or OC!;* disposlllon. Appb11l5 also 111ree ID assemt*I Ille SllCI c:cllllenil at sLICh pllPI or plamS as 6anlr oaslgt!Mas by wribn nollaB. At arry SI.di sale or Oll'ier dispoSllofl . Banlli ~bell purdlase ti. whole or eny pan at a. aall! colalllral sold, ... from ll'f right Of, .... ,...,.., on l"8 part Of AOplieanls and l!m at any llglll IO requlnl •Ill In 1nw8rsa order ol allen•lm. wttldl rigflla are ._elly "'.,..., and raloasoed. Appli:ants agree lllal lhe said ma..rw '8QlfeS, and tvnher agree !lo pa)' on oemand. whether or nol Ill)' dlfalll by Applicants Ills ocamld .... npe.-s (lrdudS!g Illa noC lmlad ID , IMSOnaMe anomeys· fees lor lagal -of~ ldnd. 11'19 CDS! of 8"f Nlll'llllC8 and die P81"'8"' of al._ or olllef dlaf98S) Cll, or lnCIClenlal lo. !NI CllSIOOy. care . appraiaal, sale OI' ml'8clDn CIC,« 19du&lon upon, any ol lhe ..as ooa.tal or In Ill}' way n1la1Slg lo lt'8 ..,.e&m8il or Jl!IOlllCSlcn al Bank's ~IS lw19urder. WhMe applc:e&le . Benli: shill ,...., ID Ole~_,. pem"'9d ~ ~piclable .... In adelllllft ID and QllTIUIBlMt of Ille 11gl!IS heralnatltMI ~. all of Ille 11\JMS and re"*'ies ~ID a secured party by fB Unlorm O:lnlmerdll OOde In etrea In 9'e S-er! Taas on lh9 CS• ctr trils .AQ1'881T181'A. 13. No delay on lhe pett al 6mlk In enrclslng 8lf1" power ol sale. lien, oplton or Cltlier "'9111 hervun»r. and no oodce or demand ~ cnmy tie !Jlwarl or rnmle upon ,ApptlealllS by Bank wttrl 1'81,act ID *"' power al sala. len or °''* flOl'll "8NUnOer, st.I CIXISllllte a wai\19f lhet9ol or lrnill OI inpiU Ile ~ al Bank ID 1&111 a111 8CliOll er ID ~ any power ot salt, 1en. optiOn or any ocher ~I hereundar. ••llOUI <*nll'ld or llCllice or prajudla& 10 the rights at Senk as IG*hSI AoPbnts il Sf'/ nirspeca, Ant atld all rlgl!IS arid liena d Bink haleundar shall cor1t1nua uninpaltad . ..S Appbl'ill sllall be and 19111aln ol)llga_, in aacons.nce WUi Iba l8rrn5 and ~ '*9of. notwilh&lllnding tl'a ,. .. _ors~ d.,,,. propef1Y as l'9'8"8d to llef9ifl , or of any r1gflts ot n.rm1a 111Bre4tt , or I/ff delay. emnsiorl Of "'-·,.,_al. CIJlftllftl'"iN or ov.r lnOulgenm gr8t'aed by Bank In,.,,.,.._ tD ""I of trie ObtgaUoni. Applk:BniS -11 l'lere~ -Mng nollce of any such delay, ellilli'Blr:ic't, 18"91158, s~Uon . 1'M8*81. oampmn& or Olt'er Indulgence, and -11 lwlntby m~ 10 Im bound INl18by l.S Ill~ and elfaaually as I Appltcants l'iaO upn!IWy and 5padically agr-' llWnllO.. 14. Ttle users and tiienelldaries d lhe Cnidi &llaJI be daemed Apoli:Blts' egercs. Ind ApplanlS m;sume al risb al 1he -or omissions Of Irle usars or bensfidaries of !he CftldR. Neiher Bank,_ lls ~Is or 81Ni11a& did assume Sf'/ llablily IO anyone for taiul9 ft> PIY ot acioepe r suell laiure ia due b any restrtcaion ifl toltll 11 !NI tlrll8 1nO p1-d ~t . 9ld A~ts llglM ID ndetnnly 8.al\li: trom any oonlllqllencw 1"M ""'I ari11e "8nll~ Nellller Sank nor Bank's~ or alflllft& Sllall ti. lltlla or l9SCIOf'ISl>ll rn 8"'I l8SpecS for any (•) enor, omlSSlon, lnl91TUPliO'I 01 Clelay in lransmission. dispaldi or dehery at lll'f one or ,,_ mllSSlgllllS or aOricas In comsdbn ~ lhe ApplallJon Of .. Q90ll, WlletNI' 1nlnSmll8d ~~le. ,.oio, •legr.pn. !In:, Wll81ess, man, elllelroftie mall, ltllx, ....... '9"8aDp/. SWIFT, or ort.IWise lftC! ~" any ""'9r or caoe wtlldl "'-' tie ~. or (bl 9llOIS In tllnsllllOn or tor enors In lri18rpl9talloo al IBd1nlcal •nns. or (~ aca:in, IMCftoll OI anlsslon whidt "1llY be taken or suffered by • or them in good failh Of ttvoygl'I .,.,_.rt.n1cll ln lden1Wylng or tal~ m lden1Jfy 8trf benefdaty(ias) or OCliefWise tn ainneabn wlh 1he 0.01. Of (d} valid~. sutf~ or genulnec.a d Cloeutnenl(s) ll'f8ll f sUCfl OOCl.ll'l*'l(s) should in I.cl prova 10 be In any 01 al raspac2S lnval!O or nsutliclerlt. lraudUr9nt or forged. rx l•l ad. enor. nagled Of default. omi5slon, ln&olwency or failu19 In businawi of any of Bank's mrrespondenlS. Tr\e l'laopen1n9 ol 11')' one or ll10'9 of lhe mntlngendes descr!tlelS ~ shll1 not at1ec:t. impd or p....-.nt Ille "9Sllng of eny of 81nk's rigflts or po!lrel$ tiere..-:»r. In f urthef.-at and eRlllSiDf1 and not In lllllt8Pot'i Of 1he spaclfc pnwisions 11etetnbelare set bfth, ll ls he18by further agreed lhal any ldion. inadion, or omiSslon taken or sutler90 Ii')' Bank or tiy any Cit ii& OClmlrSpondenla under or In oonnaaion..., #le Cnldll or the relali'4 drafts, Clemends, dol:Uments or p~. ft n good faltlt ai1d In a:nformlly wlltl s uch lonllgn or do1!18Stlc 'laW$, c:us!Dms OI regullli:>nS as Sank or 111ft d IS cion.pof'ldents '"8'/ deeltl to be appMicable ltlenllo, sttal be bind~ U90ft AppticanlS and Sllall rel pl8Cll Bank or any al lls ~ t.Sldet My ~ lllbillly ilO Appllalnts. H 1"8 o.dil or lfiis ~ Sllall lll lenMIUld or ,_,._, tly opeJallcn of tew as ID~ App1tcan1, or I any AppUc:al'll sl'lal f9S(Jaln lhe paymanl of 1l'llt Credi! by ~ otdet or arrt OCl'lef means, f:I' I INs AglMlfllll'll o r 1111109dll are amend«!. rnodfied.19"°"8d 0< caraJlled • pl'DYIOed fof llereln and •nt Clisputg, dlirn. dBrnard or awae ot aaion arise:s wth 1911plQ Ulerft>. Aflplic:anlS will jDinl~ and S9Wenllry 100.mnily arid lioll'te Bank llannles.s trom esty lr'l2 all bss. cost. damage, eiqiense. Si.ti, ciun, cause Of ar:lii:>n. judgtnOlll 8lld ~· -.S wlllefi mey Ile SUll819d or lrcut red by Bank.. whelhllr caU58CI In whole or In put by "8 negligence ol Banlc or N'f Wt19&pOrdent or allifial& of Sank. . 15. Trae Cnld• and this Agnanera miry i.t -Mad. rnodllled, c:a/1C8111Cl Of _..,Of!~ upon 11'19 r~pc by 8enk from all Appli:::ants of a Mll9n 19ql.l8Sl ll't81'8for, alld lhrln orflt upon SUdl larms 11"9 ooncMonS as Bank may prucrilll ano trien only ~ • Mtiig slgrmd Dy al Applcan1a. lhe lle!Wllcl1u'es ano ...,., ~ the lonlgolng, '-"9f, 8e.nkmay, upon'9Clllptof • wrmen niqUIBIU..r,signed ~ 11 ~ppllcl.nts , uterdbnpinllion Gate 9ld,'orincnla&elhe amounl ol !heO.OIWll'iOUllNWlll9n or oral acceptana9 or Cl>llS9nt Of 11rf or 11 !Mlnlfi:llries Of hi Cla:li.. Ba11k i5 aulhor!Zlld without refel9!ICll ., or aopro~l b!f mt ~l ID sa forth !he lilmB lll!P88MO on tl'll Applicatil:M't po11i0n hereof In .,. Crwdl and ICI modify Oii aller slCft l9tmS In suctl llflg'llaoa as Barak may deem approprilD. wl1h Sidi ... 11anons fl'Ol'll sld l8lm5 as Bank may at IS Cflscrellon delllnnire (Whlal dllllanninatbil shal ~,wnduslwe and blndilg upon Appllcan&s) are necassary Ind 11'9 not ma~ illaJnslslaM 9'h ~ '9rms. 16. NolWl!M18ndlng anytNng hentri (except ')aragrapll l 7) II) me oontruy, II is tJnOerslOod and ag~ lllll. I the Credi is uil9d 111 llM!I' Of a SO"Orelgn or oornmen:ial enlly wNc:lt ls to iSS,. 1 ciotnmlmenl f:I' guaranlOe on 'lppbnlS' 11911111 in COllll8Cliolt he19Wilh , each Applicant shal 19tnaSI liable on 1"e Credi lni Bank is fully rela.-1 SI •~19 ~ sUCl'l entlry. AllPbnt11 jr19111y and _,aly ag<ae 10 p.y (a) all casts and expenses lreuned Pry 8anlc in oolledion ol llTl:!Unts ~under ltle Credit and •"f all6 al o1t1tr arno11111S rema1111f111 unpallS lletvunder lhrougll prOllala. 190rg1nl:zalion. 1to111kluplc:y or a"f other Pf()C88ding and (b) t98SCl'lllble allDmeyS' .. s Wl'len Ind I CClladion of any a l.di emoune II p&...s in the l'lands Of an eno,,.,. tor oolllaion afler cl8f a&1k. 17. Notwithstanding ~'"9 concaineO herein ot i'l 1ny olher separate S8Cl..lrily agreement or ottier docutnenl eD!CUl.ed here101or9 , ~or hen!.,_ in oooneaion •111'1or19Jeled 10 1llB cr8dft obllgallon, if lhw is a CIDl"IS&/mer Cl9d• obl19Mton (as delrne<I or descrilllCI in 12 C.F.R, ?2.7. Regulation AA promulgallld by the Fecseral Fleserw Board). the security IDr this Cl9dft Ol>tigllioll sl\all not eXlend 10 any l'l)n-pauessory 98Qjrily lntermt In household goods (a& dehnecl In said Regulation AA) other lhar> a putCtiaM fffONIJlf sec:unry Interest, and no waM!r ol any mtb! OOfttalned ,.. • ., or 11'19!91n shall tie construed 11110.r any c:ltair'nslances ID maend kl any WllNer ot notice p!Oftlblad by ReglllalKin M.. 18. This Agnl811Wflt anlS IN Cl9dil 11'8 subjCld to alld R::orporal9 fuly herein (exmpl as expressly modified l'eraln 01 In a.t C19111) 11'9 Unionn CU$10tN and Pi'iidial for Dacuift81'11a~ Qedils (1993 ~). lnternah)ftal Cllem• ot Com-'Cll ~n No . 500. (118rainll18r Nllem9d lo u -.. Unlfonn CtlslDms"). n.ls Agreecnent and aw rights of AppliiAn&a •d Bank llereuflder Sl\aff k suti;eet ID elld .. vcmcd r.y Ille aullacanlive i-a of llhe s-.t Teus, .......,. nigard '9 Ills oullla ....-Sino COC'lfticca of l9llrS, esceot wllieft ae s.....,..allw laws of tlle Sia• of Tex.as conflict wilfl the Uniform C:Ustoru, in wfiidi -1 lhe prowlslons of~ Unitonn Cbstoll\S tllall oovem. Page3of4 SEP-09-199 7 10:15 TCE REAL ES TAT E 7 13 2 16 7 71 3 P.0 5/07 19. If 11'18 er.di! ls~ tly Ole i..s cl • toretgn pltldlcllan, ht Cl9dl rr., '8qUll'9 8Mk to pay f\llldl a a.nil's primary ob11;811oft . "' "8 .-11 s.. Is. or In pxl , .. dmms 1981 1D DI. ollllg~ ID ... lllCI ""'°' ., ,. ~-) lllnd, Aopllca/U lweby n:prnsty jmndy _, -wly ag199 ID r9lll'Olr. a.. on dlm.-f ICM' •• Gd!~ m.i.. ~ Mf ~ OI carollllDn cl lhe OMll tly 8anlt:"' Wider T-._Of a. untonn Oalloms lllld .. n a.agll Applmm INlt haw an .,..,..,.,,. ~ wth a 1hld ~ OI ht tllllllllllWy(llS) W IO lhe llw\sadlon for Wllldt fte Qwdll i. bNtg ~l lndudlng !tie pn)pe!' -••pwll6in of Irle .,. ct -.di bwlgn juflldi:Dln. ln lhe _. Appllmnls h..,. • dls9Ull Wiii .. biwi9flc:lllil7(11&) or a flll'd p.ity. ~ts .. rwqulrad ao rWll>lne Bank on o.ma.1, anO Applalma' remady • ID-C l9kntlu19111an( from dl8DlnltlCilly(91)orOle1hlftl ~-Bmk ii~ a111hcntz9d 1D ,,.._ lhlr al dlllll&lldl fl:lf ~made tly the~) ....., -mo In ea:ioldata Wlh such to..lgn i.. 21). UnllS& olhel'#l&e •p-ly SCHiii '*91n "'In !Pie 0.011, ,....., lhll Cr9dft net""' Agr8emet1C may be aalgnad tly Irle !le~la5) Ol 9'Pf Appbll •UOVI tile prD' Wllllltn aoment of Blutk. Bank rr., aal;ll or tlWISl8t lhl 09dll Ol hs AQ....,.,., er afPf Nln.Mnl(s) widal 0110 al ar any of u. Otll;lllOllS. and 1119)' dither all or 111rf at 1119 P"'Pt"Y INn llald as Mal~ o.r.tot, lo lhe transferaa(:) of Ballle. wtlo shaft tllet9upon bemme l4Slld wtltt .. of .. ~ arid rig1115 In ~ ltmwaf g""8n 1D Bink ,_.or~ lhe ftllrumel'lt(s) nnsfwrnld. a..o a.lk shllll _,..,.... b9 ~ 1'11111-1 and 1u1y Cllsd\ug9d ~ .., ....._or resllOl'sitlili)' win twspacr lwvlo, bur Bani: ahall NWlrl al r~ .nd pcMVrs ,....oy g;..11 wllh lllSoed IO 8l'f anCI al lrmurnent(s), llglb or P~">' llOt so nnsfanad. 21 . This AQl9emenl, u. Applcacbn and 1111 or.di! oonstllule the enci9 &gl99llB'lt atnO"O lhll peJtiBa here1D, •-P' for weri ag~ ~In ccnlllldlon la...th which spec:illcaJly Jtller 1D INS AQl8Bimnt, !hi Apptiea!lon or 1119 09cllt Of whlell grant 1D Blutk a lllfl 01 -=urfty lnlarest to secure 1ll'f dalllB or ciWgalbns of 81'1 Appllc8nt. 1911ard'-8 ot I/ff rnnnc:e or lllClc thera:if 1D INs Ag1Mment. Ao~ ot the Crail. Terma used l'oeieill In lhl r:*iral number sllll be ClOnSOuaCI .s •ln;uiat • Ow COl'll8ICl ,.quns ll'ld vii:» versa. 22. AIUlough U. 0.CSll may niltr ti 1 ~lat ag199ment or o!her obllgatlOl'l lo the ber.eftcill)1195) n9Cllll!ld by AoofiC;al\IS. tte tBrmS Of suc:ll llglMIMl'll n not in S"f manner lnccrporll9d ha191n . Bank shal ~ maka paylll8l\I upon oetMnd under the Credit uNas.s ft llPPHl$ lfllll sud\ demand, 011 lts ta», dlMD nor a::m~ wth the terms d Iha Cl9dll Such paynant dllll be made wllhaul regw 1D parlonrerca of arry o&llgalk>ti by atry contrWSlng pany u1$t Suell ag199rnent. 23. ~· &gl'fJlll lhst al all II,,_ now ltd 11-lflar 1119)' ,..., ftlemnl')' tnd sawe Senk harmless from ll'CI agal115t al suits. Jt.dgmenlS, llabals, ltma5 ot damegas to • arising In 1rry 11'11111181'. rdudlng flllOllgenca 011 the p8" Gf Bank In CIOM8C2kln ••II 1119 Qadi or IPllS Agtwm8nt. unl9$& Clue to gross negllgenc:B or wll1' milelonOUCI on trio pertd a.nk.ano Imm and llglllnStalmllB, Cflalges ll'CI apenses, i1dudlng in cnwliiG8JnWftll all legal p;tzwi1ngs, wltelhBr~ or~. llll:lrn8J$'19G. I being tt. purpose of Ills Agnlement ti Pf1*d 8Mk fultt In the ~s . 24 . AppllcanlB ag199 !hat no &aplanae or payment Of ~""lifts or irrllgl.llar dlllfls or of CltllltS wlttl lmlgular Cloc:Umenzs a!l&tled shel, I DNll., ti oc aPPfOll9CI tly any Apfllc8nl ordy or In Wl'lling, Oii I Bank In good faith 1JCa191S an inelemn~ limited to the aaual damage . I any, calBlld ~ aJCll i"9gularily e1 disaapuEy, lmplllr arry llgl'lts Mlicll 8arlk may.._ under llllS Ag~t In case et a"y -..riali>n ~ Iha dclCU'nenlS callad for by ttle Cl9Cll ot 1/\15 AgraelT'e,. atld fie CloCU'nMllS 8CC85*llCI tly Bank or e..r«s ~-Applialnls sri.i1 Mdl De dmMnad oonduS"*'l 1D '-8 waiwed wry tigN ID object 1D st.di val'llltim wth l9sp8l2 1D any acucn tly 8-'lk or Bank's comspondenls relsnng to sl.ICPI Cloa.11"9nts and ., ,,.... ralllilld and llPP"l'"'ICI sudl ldion as h!Mng """ lllk9n on Applicants ' drecliorl. unlNs Applialnts imallOtly upon ~ of Sidi dowmenrs (and prtor ti 19C8ipt lherecf !ly 111)' lle"8ficiary Of 1a« ot tllO o.d~) file ob;!lctiOn with 8Mk In wrtllng, or ul'lleSS Bank h• ~ pnMd9d 1t'lll .,, lndemnlly. • aforesaid , _,,Pb,,ts adlncwladge and 19ree !hat, lhe ll'llormeocn in It& Appllcalton ponion of l!lis AG-*ll may be transminect tc Blstk and t8llBd on l>y Bank in issuing tt>e C!'edl by any meens KCl!ptable to Sank, il'CIUCling wllhoUI linlalloft, SWIFT. elaaR:>nic mail . teln. '"8pmne, !Wl, 1elecDpy or te"11m. Appllcanm, Member and ~I'll (bell! as 11-inal!Br defftld) 19198 ID hold Banlc liarmlaSS lrom and agalnSt al dairnS. expenses, a>SU, .. bi1De5 . alk>f119)1 $' loas, suits , ]Udgmants, •I'd eauses of a::tim arising out of Wl'f dbcrepancy ~n the lntlrmaoon ~ 1n1S Agreement, ~ ~t Wmltallon . hi ~licalion, end ll\al t•al'l5~ ID, or reasMld by, Ballk. :ZS . lssl.ml'\Cl8 by sai:-tc ot lhe Oedlt applied ror .._l'lin shlll con:sllluae ~by Bank of tfli: AQ198m81lt 26. If INs Agr98mem a>ntalns Ille Slgnalllre of a bank wtlleft IS a sub5ldlaly of TftlS COmmerm Banc:s11aras, tnc. (hereinatlar raren.d ti as e.,,...,.., OI OI a COITllSp:>ndent benlc ct 8anlc (henlinatler 18'emi<I SI as lite ~.lat tNs panoraph c haff tie •ic:Mle. In coralderallon of lilank's ls5'*1g tt. c:::i-m lit tile niquast of ~nc ot Memt.r, u applleabla, Oomlspondent « Membar a appic:able, 19"'9$ ~It ls an Apc)llc:alll '*9under with 19sp«:l IO Bank. and I ag.-s 1D 18lmllutW s.lk on demand and autl'ICIUN Sar*. wnhoUI delllanCI or any r.:>liee wh-..er. IO c:Nrge. seldf 1gainsl ard olhetwtse e:ran:ise any rights Bar* '"Ill h-wllll nnpec:t II?, .,,, tllOf\lelS -Ot heteldlBr on daposl •1111 or otheiwl!ie 'I> Ole aadl ol or '*°"99'tg ID °"'"Ponclent or Mamlllllt, es appficab6e , ar or w1h Setik lot "'1 and al Otligltien:l llennlndar. wfwl.her Of llO( any demand hu tieen midi on ACll)lelms l'lel8tlnder. As an Applicant h91'8Ulldor. e.::h Cone5"0"d811t or Member Balk. • epplbble. male$ ltie aane ...,_ntelbns, -rran11as, ~and agiwments to Bani! as Irle ~picants ill l*'agraph 10 hereof and 00.twile plClvlded In lhlS ~~ pror.1.-,, rr:i-r unlaaa olflBlWiie 191'118d IO In 1"ibg, or s~ ltet9in lllllllet M9mtler nor O;wrasponaenr ll9l'8eS IO lumish any securty tor lhilil AgreelNn! OC' U. o.ti od-9r dlan the sb-lllonad n-oniBs. Upon Memo.rs or Comlispondenrs, as appleal)le. p.aytr&lt 1D 8anlt ol al Obll;JaDons l'lereunder. Bank lhere\loon automalicaJy. and n!Qlt further adlon Ofl 1he pan Of a")' party. ualgns and lransfefs Rs rigncs t.f9under ID COfrespordenl or Member, as 11pp1.-.11, wllO shal be fuly aub!C1981ed l'*9ID. anti Appllc:ants ~ 1'lal MY riglll. dalrn or caU$41 d acllon 'Whldt any of lhetn ~ ...,. tareumer 01 undllr lhe Credi sl'lal Ile made onl'f 99alftSI COl!9spot0anl or Mmibec, .s appli:::able , and AppllCants agtee 10 ftdemnly and ~ Bank llarml9sa from and agansz ~ Oalms . eosls. expermes, SUIS or C8UMS ol clon by ADPllcants Of any 119nericialy or u&er of the C111dl. Applim11ts llete.,,, .,,-lt\81 CDnMpondenl Or Me"'ber• • eppliallle, shell .iso (In lldctilion 10 BaalC) luw Ule Nmc righta, ,.....,...., NCVrRy inlBnlsts aftd Giiiet liens • _.. almlect l'ler9ln. • Ille sallll! ~ as tr addit.,... paragrap.,. -"' fully written t.Nin containing 9le MrM tmna llut subatituling •Owfttafondenr or ..... __.. fw '1aank~ 11tn1utho11l All nrfel"l!'nce$ IO seeu'" '*"· bencf"icimry or OChw almilar tenn C11111U1ineCI iin any deed of trvst. Mairity u;awwww1t. finmtclftg -teme11t or odler doCU-•t or instru-nt a:ncutM C111lltt111po...,_,siv llerewith or prwwiocaly executed.,,, .-y fll the Appliianta tor die _.... d Member or Cornapondem sllaU be deemed 10 i~de 88nk • Well H •111tier or C:Onwponclenl All such --..rlry -vreernelltS, tin.ncing ICMananb, .,.._ ef '"'8t alld Clltter doc:utnenta aftd lnaauments are ~ tD lbe elltnt _,..,,. In order tl'iat the Oblig...,ns of Applicants .. ..,""8r ara ucured 111ietea.,, .-Id llY the C111lial9l.t *scribed tt.ftia 011 a pari pa•Y basis wittl, &NI i<t adelllion to, ...., other oll'9atioN .-urad thefttby. Z1. 0 II this box Is d'80C8d lllis paragraph is applbble. JlOplieallts '-"' 19q1»SleCI Bank 1D issue a Credi wllic:h the Bank may, ti..n r; not 19Quinld. II? --on an annual basis untH a. ,_lest Clafe" bllcated on 1118 Appli:ali>n or sucti llllllf o.111 as flt( Appbnt m.,. "8reafter 19qUeSI In wtitilg. Applicants 11g19e !NI Betit llaS made no mlMlllinelC to ll"f lleoefiduy or any Appllcam . and 11111 Bank 118$ no ooligalion . to -Ille O'edit 111 or ptcr to 1119 oiigillal or any subSeQ~nt nohliDn Cl•. Exe11p1 a.s -~ pcvvided ., the Cl'edil, Bank shall 1'18'te no iaDilify to ll"f bensltdaiy tor tr't8 _., d . or fauure to ,..._. the Creein lot any reason . EU&pt as hereinafter agreed. the s.tk ahal not h-ll"f liabilty ID Applle:ants Clue ID hi reoowal of , or falhire 10 ,...._, the Oa:lft IOt any 1'8UDn. Exmpt to IPl8 e:Clenl any no111:e may tie "9Quil'8CI r. Ille Credit, Bir* IS nee ~ired 1D nollly 8rf'I tlen8ffciary or AppliCllnl ell ,,.,. ,.,,_al. or talkml 10 ,.._,the Cl9di~ SuOjaa 1> tta Olrler c:onCIKions anCI lnde!mbs In ltltJ Ag1Mlft9lll . including negllgene8 by S.nll. Bank and Appllclnls 8Q1'8e ltl81 Bank wta llOI 19'-tile Credit II • 19C8iw&s, and 8fl a&JthOrized officer of Sant ~ suell IVClllpl In MOIO. WIWt8n nollialbon from any Applicant at least 14 C1aoJS atw:I llOt rrmre IPlaft 30 Clays prior ID !Pie eatllest da• 011 wfllc:ll, puisyant io l he blrmS of Ula er.di. BalllC musl ettwr "',,_ ot Cledhe 1D ,.,... the C!vdlt Of llOCll)' beneliciary(les) of IS CleCiSiOn to renew or not to ren-•he CraCllt. Suc:t1 wrinen notlflaltlon musr spedl'y 10 ~ li&tisfadiDn d Sink the Cledft, !he lhen c:un9/lt P:pir.Si>n date, and sud\ .Applicanl'519q..sl ltlll 118 Oedit llOl lie re118W9d. This written loan a9reement represents the final agreement between the parties and may not be contradicted by evidence of prior, contemporaneous, or subsequent oral agreements of the parties. Thete •e no unwritten oral agreements between the parties. Pm~Name By.~~~~~~~~~-.,.--,,.,,.,.~~~~~~~~~~~ AuthOriZed Signat\118 CORRESPONOENT/MEMBEFI BANK : BANK ACCEPTANCE: Tt>e Bank's Aci:ilp«anm evlden<*l !ly Ille unde~igned aull\OriZeO represen tati...'s s;g,..ure Is pro,,.,,.., as its ad<noowledgement ll'lal IPllS ~t 19~llll 1he final agreement Dy the parllas whlel'I ml)' not De <Xlfltr8"iaed Dy eviCllllnce of pl1Df cor11emporaneom, or S1.1Dseq..en1 oral ag1eeme111S ~ ll'IO patties. Page4ol4 SEP-09-1 997 1 0 :1 5 TCE RERL ESTA TE TO : CITY OF COLLEGE STATION, TEXAS DEPARTMENT OF DEVELOPMENT SERVICES P.O . BOX 9960 COLLEGE STATION, TEXAS 77842-0960 7 13 215 7713 P.0 5 /07 AlTENTION : W . PAUL KASPAR, GRADUATE ENGINEER FROM : COLLEGE STATION STUDENT HOUSING I, LTD. 6363 WOODWAY, SUITE 1000 HOUSTON , TEXAS 77057 ATIENTION: V.T. CALTAGIRONE , Ill THIS IS AN IRREVOCABLE LEITER OF CREDIT ISSUED TO YOU, THE CITY OF COLLEGE STATION, TEXAS AT THE REQUEST OF COLLEGE STATION STUDENT HOUSING I. LTD., A TEXAS CORPORATION. ALSO A CUSTOMER OF THIS BANK, JN ACCORDANCE WITH CHAPTER 5. V.T.C.A .. TEXAS BUSINESS AND COMMERCE CODE. THIS BANK PROMISES TO PAY TO THE ORDER OF THE CITY OF COLLEGE STATION, TEXAS, ANY AMOUNT NOT EXCEEDING THE CUMULATIVE TOTAL OF $158.516.50 ON OR AFTER FEBRUARY 1, 1998, UPON PRESENTATION OF A SIGHT DRAFT TOGETHER WITH THE AFFIDAVIT OF AN AUTHORIZED OFFICER OF THE CITY OF COLLEGE STATION, TEXAS STATING THAT COLLEGE STATION STUDENT HOUSING I, LTD ., HAS FAILED TO COMPLETE CONSTRUCTION OF THE PUBLIC WATER AND SANITARY SEWER IMPROVEMENTS TO THE HOLLEMAN ARMS APARTMENTS ON OR BEFORE FEBRUARY 1. 1998, AND THAT THE PROCEEDS FROM THIS LETTER OF CREDIT WILL EITHER BE UTILIZED BY THE CITY OF COLLEGE STATION, TEXAS TO COMPLETE SUCH CONSTRUCTION OR WILL BE RETURNED BY THE CITY OF COLLEGE STATION TO COLLEGE STATION STUDENT HOUSING I, LTD . THIS IS NOT A NOTATION CREDIT, AND THE CITY OF COLLEGE STATION, TEXAS BENEFICIARY, SHALL BE ENTITLED TO PAYMENT WITHOUT THE PRESENTATION OF DOCUMENTS . IN ACCORDANCE WITH SECTION 5.106 OF THE TEXAS BUSINESS AND COMMERCE CODE, THIS LEDER OF CREDIT MAY BE MODIFIED BY THE REDUCTION OF THE TOTAL OUTSTANDING AND UNUSED AMOUNT OF THIS CREDIT, UPON THE EXECUTION AND DELIVERY TO ISSUER OF A SWORN STATEMENT MAKING °DEMAND BY THE DIRECTOR OF DEVELOPMENT SERVICES OF THE CITY OF COLLEGE STATION . THIS LEITER MAY BE REDUCED OF THE TOTAL AND OUTSTANDING AMOUNT OF THIS CREDIT UPON APPROVAL AND ACCEPTANCE BY CITY OF COMPLETED IMPROVEMENTS, WHICH REDUCT ION MAY ONLY BE MADE WITH THE WRITIEN AUTHORIZATION OF THE DIRECTOR OF DEVELOPMENT SERVICES. THIS LEITER OF CREDIT SHALL EXPIRE ON MARCH 1, 1998. SEP-09-1997 10:16 TCE REAL ESTATE 71 3 2 16 7713 P.07/07 _,- '-'.&. I L-11.Jl t &-11'-l~l 'L--l"-""''-I __ ,..,, • I i I r........_ I i ! i I l I i . I coNsrRtlcr10N co~ 1"' EsTrM A Tl" ; l . l • . i ! ! . i . ! I ' . I . j i I Dae· June 9 19!n, Revised Auirust 11. 1997 I By : SJB : Bst # ---·---+---"1_______ j ~ocktdBy. LAM I Jo'b # ----+--6_53_-00_1______ i 1' Client : DMC .B~ders ~nc. . . I . : ' Project .Desct ption . Public W~r & Sewer-Holleman Anns Apartments-City of College' Station I teen N '· . Descriotion · PUBLIC WA rER LINE 1 g• Water Linc -PVC-C900 2 s• x 18~ Tap1 .ing Sleeve, Valve, & Box 3 Trulch Saf.etJ 4 s• Garo Valve & Bo:ic S fittings 6 Clearing and Orubbing 7 Fire Hv<lrant , usembly Total Publi~c "\ ifater Llne PUBLIC S ARY SEWER..ONS.IlE l 8" Sanitary er 2 Sanit.uji Se~" r Manholes 3 Drop S3.n.ital) Sewer Manhole 4 Trench Safety S Clearin2 and 3rubbiM Total j>ubli±·mry Sewer.c>nsite PUBLIC S ARY SEWER -OFFSITE 1 s· Sanitary S er, SDR 26 2 SanituY Sewe Mallhole 3 Drop Sarutuy Se~r Manhole 4 Trench Safety S Clearing and 1 Snibbing 6 Steel ca:sin.( -~ore and Jack ffi~cl. 8" Sa.a.) Total Public SWtary Sew~r-Offsit~ TOTAL COS~~ I 1 : . . i I : Unit Qi:antity ! lF 2,635.00 $ : EA 2.00 J LF 2,635 .00 : EA 1 6.00 TON I 0.50 ~AC I 1.20 i EA 6.00 i I !LF li:A !EA 1 i L'F i AC ~LF \EA )EA jLF '.AC :u I 1,350.00 $ 3.00 4.00 1,350.00 0.62 518.00 s 2 .00 1.00 518.00 0.32 60.00 Unit Price I 18.00 $ 2.S00.00 2.SO 500,00 2,500.00 5,000 .00 I 400.00 s; . 27.50 $~ 1,500.00 l 1,750.00 2.50 5,000.00 . i I 25 .50 S. . i 1,S00.00 : I 1,750.00 ! ' 5.00 ' i 5,000:00 . 1 60.00 . f . j ' J I i I I I r l i Cost 4 7,430 .00 5,000.00 . 6.587 .50 3.CX>0 .00 : 1.250 .00 ; 6.000,00 SA00 .00 77.667 .50 37.125 .00 ; 4,500.00 ; 7,000 .00 : 3.375 .00 . 3,100.00 ~5 ,100 .00 13 ,209.00 :J ,000.00 : l,750.00 :2,590.00 ; .1,600 .00 3.600.00 25 .749 .00 I 5is.516.SU TOTAL P.0 7 ~Bj 27/1997 15:13 713-250-7825 DM C BUILDERS PAGE 03 FAX Transmission DINERSTEIN COMPANIES, INC. From : Mike Wick Questions? Call 713/977-4844 ext. 336 Fax 713/260-7825 To: Paul Kasper, Graduate Eng . Company: City of College Station Address: Date : Time: August27 , 1997 3 :57 PM DMC Builders Co ., Inc. 6363 Woodway, Ste. 1000 Houston, Texas 77057 Fax: 409/764-3496 Phone : Pages:_.l_(including this one) If you do not receive any page of this fax please call Wanda at 713/977.4844 ext. 338. eBf 27/199 7 1 5:13 713-260-782 5 DM C BUILDERS August 27, 1997 Mr. Kent Laza, P. E. City Engineer City of College Station 1101 Texas Avenue College Station, TX 77842 THE ~~ DINERSTEIN COMPANIES RE: Holleman Arms Apartments-College Station Dear Mr. Laza, PAGE 04 We are adding our support to the request by our civil engineer, Ron Saikowski of Sitech Engineering Corp., dated August 8, 1997, to be allowed to use HDPE pipe for our private underground storm sewer work at the above project. We at the Dinerstein Companies build, maintain and manage quality apartment projects throughout the United States . We have used HDPE pipe on a majority of our projects for a number of years: most municipalities approve the product when bedded properly, as we are doing. Our interest is to have high quality, low maintenance building materials on our sites, and HDPE sewer pipe is a proven performer. Our engineers recommend deployment of this material and have sealed our construction documents accordingly . Our company would operate and maintain the private storm sewer line system using HDPE pipe. In so doing we would obviously relieve the City of College Station ofresponsibility for the performance and serviceability of the piping materials. We would appreciate your consideration in permitting us to use HDPE pipe for the private storm sewer lines on the Holleman Arms apartment project. Should you have questions now or any time during the construction process , please give me a call. , Very truly yours ,_/ Student Apart~y.int Contractors, Ltd. /1 /~ ;,,· /].// By: ,. ~·_.: )?'iailde M. Arnold / / CMNmw ~f Vice President, Construction / i cc: W. Paul Kasper, Graduate Engineer/ Jack Dinerstein, Mike Wick, Bill Lawrence One Woodway Centre 6363 Wood way f71 q) c:i??-4844 10th Floor Houston , Texas 77057-1717 FAX NO . 713-977-4806 TO: FROM: RE: DATE: COL~EGE STATION P. 0. Box 9960 • 1101 Texas Avenue Co llege Station , TX 77842 Tel 409 764 3500 MEMORANDUM Steve Homeyer, Project Manager/Engineering Department Jan Schwartz, Legal Assistan~ Mohawk, Ltd . U August 21 , 1997 F t LC:::-I ,..._( ~,-P~- Lj{~ Attached hereto for your file is a copy of the executed and recorded Utility Easement on Mohawk, Ltd. property. :JS Attachment Home of Texas A&M Un iversity , .. UNDERGROUND PUBLIC UTILITY EASEMENT 97 JUL 2 3 PM I : 3 2 THE STATE OF TEXAS COUNTY OF BRAZOS § § § 634585 ~1 .. ,.' • ' • ··1 CIE.R L' '"t_,'"f,.~t •J ,1 1.-' J ', -,·.!,,~.,.. ,. , •. I :.•i.;, '"' 1\ BRAZ GS _CO UI< i Y C1JIJiHl iOUSE ~~:'.,s O E P ~ That Mohawk. Limited. a Texas limited partnership. whose General Partner is Edsel G. Jones, GRANTOR, of the County of Brazos, State of Texas, for and in consideration of the sum of TEN AND N0/100 DOllARS cash, and other good and valuable consideration, in hand paid to GRANTOR by the CITY OP COILE.GESTATION, TEXAS, its successors and assigns, the receipt of which is hereby acknowledged, has GRANTED. SOLD and CONVEYED and by these presents does GRANT, SELL, and CONVEY unto the said CITY OF COILEGE STATION, a Texas Municipal Corporation , its successors and assigns, certain rights and interests in the nature of a permanent EASEMENT on and through the following described property: A thirty foot (30') wide tract of land in the CRAWFORD BURNEIT LEAGUE, A-7. Brazos County. Texas, being more particularly described on Exhibit ·A· attached hereto and incorporated herein by reference for all purposes. - .Provided, however, that this conveyance shall grant the rights herein to that portion of the above descn'bed property more particulart y described by course and distance on the attached Exhibit .. A·, attache.d hereto and incorporated herein by reference for all purposes, known as the "Easement Area", and any additional area outside the Easement Area necessary to install and attach equipment and facilities reasonably necessary and incident to the uses of the Easement Area. To erect, construct, install, and thereafter use, operate, inspect, repair, maintain , reconstruct, modify, and remove all utility facilities, including but not limited to water lines, sanitary sewer lines, electric lines, telephone lines, television cable lines and natural gas lines , including conduits, duct lines, connecting lines, access facilities, vaults, fittings, appliances and equipment upon, over, and across said property as herein described and any ways, streets. roads, or alleys abutting same; and to cut, trim and control the growth of trees and other vegetation on and in the Easement Area or on adjoining property of GRANTOR, which might interfere with or threaten the operation and maintenance of any public utility equipment, accessories, or operations. It is understood and agreed that any and all equipment and facilities placed upon said property shall remain the property of GRANfEE, its successors and assigns. GRANI'EE shall dean up and remove all trash and debris and shall repair and replace fences and other damage, occasioned by any of GRANfEE'S activities in the Easement Area, to substantially the same condition as before being damaged by GRANTEE'S activities. VO ~ 2887 PAG: 298 GR.ANTBB shall refill and compact all areas that arc unearthed in connection with any of GRANTEE'S activities and shall restore the Easement Area to substantially the same grade and smoothnc:ss as existed prior to any of ORANTEE"S activities. GRANTOR, its successors and assigns, expressly subordinates all rights of surface use incident to the mineral estate to the above described uses of said surface by GRANTEE, its successors and assigns, and, with respect thereto, agrees to sublender·s subordinations on behalf of GRANTEE, its successors and assigns, upon request. It is expressly understood that the GRANfOR. or future Owners of this property reserve the right to use this EASEMENT for all purposes which do not interfere with or prevent its use by the GRANfEE, its successors and assigns. The rights and privileges granted herein are non- exclusive and GRANTOR reserves the right for itself, and the right to grant to otherst easements to construc4 operatet maintain, repair and remove driveways and roads, electric lines, telephone lines, television cable lines and other utilities crossing under, over and along said Easement Area, at any location or locations deemed desirable by GRANTOR and to the extent of such uses and easements do not interfere with and prevent the use . by GRANTEE of the hereinabove described Easement Arca. TO HA VE AND TO HOLD the rights and interests herein described unto the CITY OF COLLEGE STATION. TEXAS, and its successors and assigns. GRANTOR does hereby bind itself, its successors and assigns, to warrant and forever defend, all and singular, these rights and interest unto the CITY OF COILEGE STATION, TEXAS, and its successors and assigns, against every person whomsoever lawfully claiming, or to claim the same, or any part thereof. EXECUTED this J 8~ day of July, 1997. APPROVED AS TO FORM THIS DOCUMENT MANY NOT BE CHANGED WITHOUT RE-SUBMISSION FOR APPROVAL CITY OF COLLEGE STATION, a Texas Municipal Corporation By:C~~ (Name): 7-'/iffe,,V~ (Title): /l-S£T, e !!Y A-TT7Jl!-/11£'( U0.42IOISJS11'46Cla:U7-l l-"J7fDvmt-V. Mohawk, Limited, a Texas li , °VOL 2887 PAG: 299 THE STATE OF TEXAS COUNTY OF BRAZOS § § § ,_ BEFORE ME, the undersigned authority, on this day personally appeared Edsel G. Iones, General Partner of Mohawk, Limited, a Texas limited partnership, known to be to be the person whose name is subscribed to the foregoing instrument, and he acknowledged to me that he executed the same for the purposes and consideration therein expressed in the capacity therein stated and as the act and deed of said limited partnership. GIVEN UNDER MY HAND AND SEAL OF OFFICE. this the lli_ day of July, 1997. KAREN S. COLEMAN Notary Public State of Texas My Commission Expires DECEMBER 2.1999 AFTER RECORDATION, RETURN TO: City of College Station 1101 Texas Avenue Brazos County College Station, Texas 77842 A'ITACHMENT: Exhibit .. A .. ~~-~~ :s. i (Printed or Typed Name of Notary) Notary Public in and for the State of Texas . VO ~ 2887 P AG~ 300 EXHIBIT "A" UNDERGROUND PUBLIC UTILITY EASEMENT CRAWFORD BURNETT LEAGUE, A-7 BRAZOS COUNTY, TEXAS Being a parcel of land containing 1.1141 acres (48,531 sq. ft.) of land , more or less , lying within the abandoned International and Great Northern Railroad right-of-way adjacent to a called 47.27-acre tract from Marion C. Pugh and wife, Helen Pugh, to Mohawk , Ltd . as described in a deed recorded in Volume 326, Page 869, of the Deed Records of Brazos County, and also being part of the said 4 7 . 27-acre tract, said 1. 1141 acres being situated in the Crawford Burnett League, Abstract No. 7, Brazos County, Texas, and being more particularly described as follows: COMMENCING, at a point at the intersection of the southeast right-of-way line of Holleman Drive (60-feet wide, no record of dedication) and the centerline of the said abandoned I & GN Railroad right-of-way, said point also being the northwest comer of a called 1.663-acre tract C-2 conveyed from CSL of Texas, Inc. to Wyndham & Clarke et. al. by deed recorded under County Clerk's File No. 587972, Official Records of Brazos County, Texas; THENCE, South 19°34'33" East (Basis of Bearings, being the deed call for the southwesterly line of said 1.663-acre tract and the centerline of the said abandoned railroad right-of-way), a distance of 140.65 feet to the POINT of BEGINNING of the herein described tract , said point bearing North 44°31 '07" East (called North 44°26'40" East per plat recorded in Vol. 583, Pg. 177, B.CM.R.), 55 .59 feet, from an unlocated 3/8-inch iron rod marking the southeast corner of Woodway West, Phase I, a final plat of which is recorded in Volume 583, Page 177 of the Brazos County Map Records; THENCE, South 19°34'33" East, along said abandoned railroad centerline and along the westerly line of said 1.663 -acre tract, passing at a distance o f 1067.19 feet the southwest corner of said 1. 663-acre tract, continuing along said abandoned railroad centerline for a total distance of 1562.66 feet, to a point for corner, said point bearing North 53°02'27" East (called North 52°58' East), a distance of 52.40 feet from an unlocated iron rod called for the southeast corner of said 47.27-acre tract; THENCE, South 53°02'27" West , leaving the said abandoned railroad centerline, a distance of 31.44 feet to a point for the southwest corner of the herein described tract ; THENCE, North 19°34'33" West, along a line parallel to and 30 feet westerly of the said abandoned railroad centerline, a distance of 339.95 feet to an angle point; VO~ 2887 ~A G~ 301 THENCE, following the meanders of an existing 18-inch water line, approximately 10.00 feet southerly and westerly of said 18-inch water line, the following courses: North 64°34'33" West, 36.70 feet to an angle point; North 19°34'33" West, 40.75 feet to an angle point; North 25°25'27" East, 36. 70 feet to an angle point; THENCE, North 19°34'33" West, again along a line parallel to and 30 feet westerly of the said abandoned railroad centerline, a distance of 1124.88 feet to a point for the northwest corner of the.herein described tract, said point bearing North 44°31'07" East (called North 44°26'40" East), 22.24 feet from the said southeast corner of Woodway West, Phase I; THENCE, North 44°31 '07" East, a distance of 33.35 feet to the POINT of BEGINNING and CONTAINING a computed 1.1141 acres (48,531 sq. ft) of land. David J. Straus , Sitech Engineering Corporation June 20, 1997 b/J-o/ 't/ VO~ 28~7 PAG: 302 ·I i \ l ; I . i . i . I . SITECH ENGINEERI~G CORP. 1 713 292 68 51 P.0 2 SITECH E:NGINEERING CORP. THE SITE TE;CHNOLOGY GROUP l . i •SITE ENGINEERS • i UBLJC WORKS • ENVIRONMENTAL ENGINE.ERS ··STRUCTURAL ENGINEERS • PLANNERS • SURVEYORS• I : I . ! +IL C ·. t-k:,LL~Aµ l City of C llege Station j : P.O. Box 960 ~~ "),,~_ 91~ I ·' I I I ! ! . ! College S ation, Texas 77842 -9960 Attn : Mr. Steve Homeyer I : · · Ass . to the City Engineer I I I · 1 · I I : I I I ' I ; I I J i i I j : I . I l . 1 I . i . i Re: Holle an Arms Apartment Subdivision Plat Job 0. 653 -001 om eyer : I This Jette is in response to your June 2, 1997 letter requesting wastewater flow information '.in order top ovide a committment fo r the above Subdi vision Plat. The Plat consists of 2 lots ; wh!ch are propo sed to be zoned as R-5 for Lot 1 anq C-1 for Lot 2. Based on the proposed ~ land plan, Lot 1 is proposed to be developed w~th 220 units . However, Lot 1 is allowed by : the ·propo ed zoning to have up to 429 units for the 17.913 acres in the Lot 1 at a maximum ~ density of 24 units per acre. Multifamily residential : units have an estimated average daily i wastewaj discharge of 250 GPD per Unit. · : . i Per Mr. ul Clark, the owner of Lot 2, the property will probably be developed as a large '. restaurant Sitech Engineering est imates 12,000 GPp for Lot 2 based on this mode of · i developm nt. Sitech Engineering estimates that Lot ;2 could have a maximum wastewater dis~harge f 5,000 gallons per day per acre for the 3_,000 acres . We .reque t average daily flow wastew~ter committnients for the subdivision as follows . I : Lot 1 ; Lot2 Proposed Immediate Demands ; 55,000 GPD 12,000 GPD TJltimate Demands 107,250 GPD 15,000 GPD 122,250 GPD l l I I I ' l l I j i Total 67,000 GPD We believ that the 2-Hour Peak Flow is three times: the above average daily flows. ---J ..... ---. ---............... -·· ·-..--· --· ....... -..-,.., ··-....... • ·I I I ' . 1 I I ' ' I . I: I i I I .. i . I I . I I : ; . ' . I l 1 · ! . i : I I l I I I . , .) l 1 I . ! ' l . l I I I j I . I . 1 I I I ' I . S IT EC H ENCI N E E P.IN C C OP.P . 1 71~292695 1 We hope he above date satisfies your needs in prep~riug Lhe wastewater committmcnt for t~e subdivisi . M~y l , in clos in g, thank you and your '.slaf( fur lhe excellent service you have ~ provided n this project. · · c c: Mike Paul Alex Figure XU Development Permit City of College Station, Texas Site Legal Description: Lot 1, Holleman Arms Subdivision Site Owner: College Station Student Housing, Ltd. Architect/ Engineer: Si tech Engineering Contractor: To Be Named Later Date App 1 i cation Fi 1 ed: _ ___,,J,__,u""""'l""Y1.---=2'-"9'-'''-'1'-"9'--'9"-7,__ Address : 6363 Woodway,Houston Telephone: ( 713) 977-4844 2202 Timberloch 1 suite 100 Address: :The Woodlands Tx. 77 380 Telephone No: ( 281) 363-4039 Address : --------------Telephone No: __________ _ Application is hereby made for the following development specific waterway alterations: Existing swale from 18-inch RCP under Holleman Drive is to be replaced by additional 18-inch RCP for approximately, 165 feet 0 Application Fee 0 Signed Certifications rn Drainage and erosion control plan, with supporting Drainage Report two (2) copies each . rn Site and Construction Plans, with supporting Drainage Report two (2) copies each. 0 Other: ACKNOWLEDGMENTS : I, Ronald A. Saikowski ,P. E ., design engineerM~. 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 Desi n Standards . rmit application, I agree to construct the improvem~nts d. ng to these documents and the requirements of Chapter 13 of Contractor ... Figure XII Continued CERTIFICATIONS: (for proposed alterations within designated flood hazard areas .) Ronald A. Saik wski P. E. . . . A. I, certify that any nonres1dent1al structure on or proposed to be on this sit plication is designated to prevent damage to the structure or its contents as a om the 100 year storm . Eng· Date I / B . , Ronald A· Saikowski P · ~ertify 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 evation established in the latest Federal Insurance Administration Flood H a Stu ps, as amended . Ronald A. Saikowski P.E, . I, · certify that the alterations or development covered by this permit shal.l not diminish the flood-carrying capacity of the waterway adjoining or crossing this permitted site and t t such r ons or development are consistent with requirements .of the City of C I ge Sta C e Chapter 13 concerning encroachments of floodways and of floodway fi ges . Dafe l • E. . --------.R--~~__,__.v do certify that the proposed alterations do not raise the level n established in the latest Federal Insurance Administration Datl I Conditions or comments as part of approval: ------------------- In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities . I hereby grant this permit for development. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer for the above named project. All of the applicable codes and ordinances of the City of College Station shall apply . -.:. Sited ENGINEERING CORPORATION 2202 Timberloch Place # 100 The Woodlands, Texas 77380 Tele (281) 363-4039 • Fax (281) 363-3459 • Public Works • Environmental • Architectural Support • Planners • Surveyors • LETTER OF TRANSMITTAL TO: City of College Station 1101 Texas Avenue DATE: RE: July 28, 1997 Holleman Arms Apartments College Station, TX 77842 JOB NO.: 653-001 A TIN: Shirley Volk FROM: Lou Ann Montana , R.P.L.S. TELE#: (409)764-3570 x fland Carry -----For Your Use ---- Pickup -----Review & Comment ---- Mail -----Approval ---- -----Messenger Fed ex x A.M. Delivery ----x ----P.M. Delivery Copies /Date Description 3 sets V I Revised Construction Diawings for Public Water Main and Sanitary Sewer 1 set V Red-lines of "Public Drawings " with City's Comments 2 sets Site Plan Construction Drawings 2 copies I/ / Drainage Report 2 sets Landscape Plans 11 sets / Site Dimensional Plans 1 checkv v In the amount of $500.00 REMARKS: The materials itemized above will arrive in three separate Fed-Ex packages. Per our conversation , one check is enclosed to cover the $100 .00 Site Plan Review Application and the $400.00 Development Permit fee . The Revised Public Utility Construction Drawings address City comments. The Site Plan Drawings and Drainage Report are submitted for PRC Review . Please call if you have any questions. Best Regards , Lou Ann Montana COPY TO SIGNED o{di<~??}~ . SITECH ENGINEERING CORPOR.ATION 2202 Timbe rloch Place #100 The Woodlands, Texas 77380 Tele (713) 363-4039 • Fai (713) 292-6851 • Public W o rks • E nvironmental • Architectural Support • Planners • Surveyors • CONSTRUCTION cosr ESTIMATE EST. NO. ___ / _____ _ CLIENT [)h1C JOB N0. __ ?;=5~3_-~0~·~·o~I ____ _ PROJECTDESCRIPTION tlOLLfll141U 11RrnS rif4RT7PWr~ -CtTlj oF C.DLUGE STATIO N I BY S:J B CHECK.ED BY /...,.4 f\1 SHEET I OF --- Item Description Unit Quantity Unit Price Cost No. I 8/f WMU LANG ~PVL -cqoo c, F 2~ 7 I I !6'. oV 4~ 07rr; .~ '1 ,, -6' ~ B v I 8 1/Jff;,jfr '5L-£WG l/At-V£ ~ B0X 04 2 j" ZS-<Jb, oo t;'. 6TO ~ , ~&77.r:. ·3 172,,€/Jq{ -s:~rEJv L-r 2&7 I ,,t2. r 5°"6 t.-f f3 /( I ~ If )(JV. O d [; ~-Vth....-V [ ,.... Bo'X e f'.\ ~()JI) I , ·:; l-11nu% fOAJ 0 . s.-JzsmJ .ou I Z-:>o -!!-- fo .f/~OIJO. ()(} oC. (fy/IJ-f<1tJ{1. ~ {ri(Ul'~fµ(., Ac /. z_ 0o67J ._. ' A /I /1. L}/V),_ 2._ &v." ~ ,.~~~ff' I ;fl/ ;/LA. I:~ __.., . _711(/~ I ,_tf/;;~ ~/ ~ --···R;;r~~i'/. 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' ' · CAN RECEIVE DOCUMENTS UP TO 8 112 INCHES WIDE BY 11 INCHES LONG . . l I ! i ! \ ' \ :. \ \ . p \ \. \, \ \ \ \ I y / \ \ ' i \ l \ I \ l I i I }-------', \ i \ \ l io'~ I · l : .. ', " '·· .. I . I ~ / . . \ \ \ i \ l I I i I \ ' \ \ I \ l ' \ \ I \ I -I \ \ \ i I \ I l \ i \ I, I ' I ' . \ L-'.ld L651 cZ :gv '.LO s JJO pa~ ;11111n\3tV~)Hd\OIOO-£S9\0S9\ .. \ • 1 . I ! l i I I \ p . 03 \ \ stTECH eHGtHEERlHG _coRP· -----~~------~----.-:r---r-1 ____________ ~------\ \ -----' \ \ \ I \ I i ~---' \ ~-:--h,._,..-;;;;;;;J--~~__,---rl-t~ \ \ \ \ I I \ \ \ I \ \ \ NEW ~LB RN WAIER UNE EA.SEMEN1 \NE -T'(P. i \ \ \. -- 85'± · '\-'O" x 45• BENO . 1-10" x 22-1/2* atND I \ \ \ \ \ \ I \ \ \ \ I \ \ f ' ·= 30' i L~~d LG5t 2 ~ :ocjn n \ I \ \ \ \ 1 I \ .. t •i .. l SITECH ENGINEERING CORP. 17132926851 \ . . Sided ENGINEERING CORPORATION ' 2202 Timberloch :t;>lace #100 The Woodlands, Texas 77380 Tele (281) 363-4039 • F~x (281) 363-3459 P.01 Public W rks • Environmental • · Architectu~al Support • Planners • Surveyors • TELECOPffiR C(}VER PAGE ' ; 45' i c D TE: ~P · '25 lc:?9+ TIME: e .. :~ • G:@lpm JOB NO. t,;5~-oot Tr AL NU~BER OF PAGES BEING SEN::. J. TO: FIRM J~: ~f:J of Cv I l~')Y Sfz;b<Xl (INCL. COVER) PERSO~: . /.--o...u J f~aspg ,.. TE EPHONENiJMBER:_~e~4_00~)~~=&~4~~~3~S~~=o---,.-~-~----------~~ . TE · ECO PIER UMBER: _.._( 4""'""o'--'l_,,_)_7_.;;;&_,t:.....f ~_....3 __ 4-'--9""""'<e"----;--------------- iOM: Lo < An n /vlori fan" . RE: dc=v' / Far I> a. I Plan @ .. SW C.o 01i!:;r fk-1 I I c.rna n A rr-Y7S . .:--Y'ci . her/ Cos/· c:;f vVe.Jll:::orn Wa.1-~-.r Suq;;eskd li.JC,. Y~/ocq:fc:.., l)(,{r OfrS/!e M f/ fif _f_ f~t. c.o -<.Id cross I i a~. 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Joca.fi'on ba .~«d Ol"I ~ ... >fc/ loce?..li~ ·0.f. 2-pt5 fo No~h) • SITECH ENGINEERING CORP. . i I 1 7 132926851 P.01 I I I ~-,,,ENGINEERING CORPORATION · ; . ! ; : 2202 Tiiliberloch ~lace #100 : The Woddlands, T~xas 77380 ' I Tele (281) 363-4039 •Fa~ (281) 363-3459 Public Works • Environmental • '.Architectural Support • Planners • Surveyors • TELEC0P¢R C$'VER PAGE j I I ' . l ' ' j ' D1TE: · · 16 1911-TIME 1~ i am/pm JOB N,0. 653-o:zL ~. TrAL NU BER OF PAGES BErG SENl (INCL. COVER) Ta:· FOO,VI ~: Cf.f:-t of'~ flege, Sh:(~'·cm PERSON: VerorF·ca..-'-'-. Ak--+"-t:o""T"1g+-a......:..r_J_+-l -------~---'----- TE , EPHONE ~f~BER: f!0Jl__1 __ ~_,4.-· -..3-=--=-5__,l0_-:--1 _______ _,___:....__ __ _ TE : ECOPIER NUMBER: (4oc,l1_t:_·. ;q,.;-3~· .. q__9_~ -·!· ' : ' ' j ' ! i i I ; I ' ! ! I __. .. II SITECH ENGINEERING CORP. 1 7 13 29268 51 J j I I tJ f, ~r 1 -~m 1 ~~I I{, ~I ~,, 1' ! I I l" I I I • ' . i ll : '""'-E:XISTINq 1 o· PVC ~.L I ~LB°iN WAlER l UPPLY II ! : i WATER: M~IN EASEME~T I TO ~LLBORN WATER i SUPPLY MAX. i5' 1WIDTH j' VOL ~03.! PG . 333 1 I I 11.00' 5100 ' . i /, ; I· I "\.._ EXISTING 1 Q" PVC W.L. I I "WELL.BORN WATER SUP~L Y , ! I ' l ! I I ! WATER MAIN EASEMENT ! I 1 TO WELLBORN ; WATER SU ~PL Y MAX . 15' 'WIDTH ! VOL . 31)3 , PG .i 333 I i ' .. I ' . 1 . ' I I l I ' (\ I 1cc r ,...,, .,...,, 'l'\T o r r1::ic-n 111 i ~ ' . I i .. ·.p. f iii "'' r: P.0 2 ,.,. . .,, -~: ' I I I i I \. ! I : l l I I I I ' I 1 wwm1nno \ r l'\l'\_c ca \ f\Cb \ COLLEGE STATION September 12, 1997 Mike Wick DMC Builders 6363 Woodway, Suite 1000 Houston, Texas 77057 Dear Mr. Wick: P. 0 . Box 9960 1101 Texas Avenue Tel : 409 764 3500 College Station , TX 77842 The City of College Station will allow the use of SDR-35 PVC pipe for the private storm sewer for the Holleman Arms Apartments. Approved private drainage pipes are reinforced concrete pipe, corrugated metal pipe, ductile iron or steel pipe, and polyvinyl chloride pipe (SDR 35 or SDR 26). For public storm sewer the City of College Station only accepts reinforced concrete pipe. If you should have any further questions or concerns, please give me a call at 409-764-3570 . Sincerely, W. Paul Kaspar Graduate Engineer xc: icent Laza, City Engineer vV eronica Morgan, Assistant City Engineer Shirley Volk, Development Coordinator Home of Texas A&M University Ci of Colle e Station 1101 South Texas Avenue P.O. Box 9960 CITY OF COLLEGE STATION Number of pages including cover sheet: DEVELOPMENT SERVICES Phone: Phone: 409-764-3570 Fax phone: Fax phone: 409-764-3496 CC : REMARKS: }li: Urgent D For your review D Reply ASAP D Please comment ~ I \~ \I If you did not receive a complete fax, please call our office immediately for a new transmittal. I i ; I \ . LOI 1 ., .. u .~ I I . I r'si RcP . Y l FL £.LEV. ;: ~20 -~2 : I I I : I I I \ : \ ------J_ -\ /· ·. I ' / . I ~ , ", ,,..,...; ...,..., ·I"~•'" n ..,..,,., n:>w i I I ;1 I I . I I I T•1 I (\\,'". T\.l-'' (\T (\f\_crn\ l\r.O' ---~---·----··- .I I l ' .! i i .: I 'l j i I 1 j I ----~YJti1 1-:L}~_I~~ ~ ; ; j . r ··-····.,::·I··--~----·· ----·-· .. l. • ; : : , I ... -_____ . ...__ __ lSittcfo ENGINEERING CORP. ' . . \ ' I '! l I Th•t~ Site Technology Group ENGINEERS .~ PLANNERS • SURVEYORS . I Novem,ber 5, 1997 I DMC Building Co . I Jobsite. on Wesl Holleman Drive Colleg~ Station, TX ; I i RE: \ Holleman Anns Apartments ' • : Requested elimination of concrete gutter and st"ne overflow from detention ponds Project No. 6.53-001 · ' ATTN: Mr. BiU Lawrence, Site Supe1-intendent I i I I Dear Mr. LaV!Tence : Purs~t to our telephone conversation yesterday, I contactid Mr. Paul Kaspar of the Cit/of Coll~ge Station and asked for approval to eliminate the concrete guttei along the South curb line and the entrahce drive, at}d also to eliminate the stone ~blanket" called out for $e em·~cy overflows from th~ deteneon basins . Mr -Kaspar approved both of these changes, with the following olarificati.ons : : : i • i . . i The rip .. rap aprons at the ends of the pipes ente~g ihe detention ponds and at the ends of ~e : concrete flumes draining wali::r from the South cilrb line m~J.st be constructed per the appro~red \plans ; · : : · : i ! ; . i !The concrete curb &nd gutter on the curb retums from Holleman Drive into the site must :be :con·trocted par the approved plarui within the right-of-way for Holleman Drive (extending to \he 'property line). · ' · \ I i ; . . . Mr . Kaspar also noted that the elimination of the concrete g\ltter within the site could be exl'ected to resUlt .in pave~ent deterioration in those loc;~tions~ any resulting d~oration would be a private m&intenar{ce re spon.si~ility . This is the opinion of Si~h as well, and we truSt it has been clearly communicated. . \ i I Please dQ not hes itate to call if you ha Vi~ additional questions or propos&ls . I : cc : .. SITECHENGINEERJN,G CORPORA110N ' &fr_ Paul Kaspar fyfr. Claude Arnold (DMC Building Co.) Mr . Mike Wick (DMC Building Co.). I . : I C::--llTC '4 "" . ; . i '; · 1 I I j \ i l I ! I ' I ( -----r-: l ' I I I l I l j l ! ! I , l ~ l ! \\ I : I . I ! I l I I ! l ' i I I i l \ I ! I ! I I l : I l I ; I , I ! I I I ! i j l l I I SITECH ENGINEERING CORP. 12813633459 I I i : S~ ENGINEERING CORPORA~IO~, I . ' . ; . 2202 Timberloch Pl~ce #100 The Woodlands, Texas 77380 Tele (281) 363-~039 • Fax (281) 363-3459 . . . -+----~-----•_E_n-=g'--in_et~rs • Planners :• l Surveyors • IELEcOPIER coVER PAGE : P .01 i ; I : l i ! ! I , ! : I ! ! . I l j j ' I ; I i TIME: lJt'?-p amt@) JOB NO. ~s.S---CV/ 1 : I I 'I I I ' i . i rdTAL NU~BER OF PAGES BEING SENT: ~. (INCL. COVER): I '! rd: FIRMN~: • ·~-· ---~· --------;: __ ! .PERSON: \ DCM" Q I )1 ~0)\~~~ ; TE4EPHONENi™BER, ij{/'j-"f0~~:s76: TE~ECOPIER N;LJMBER: 4 09 -_,L_7__-"""'..-_~l ~~-· -~<.. ___ l_{ .... fh ....... l,,_,;.~----------'-"---'--- ; I I FRbM: 'id i.(La-o m ......... OJ ........ \.""-'±~C>Jb. ........... _...°=--· _______ ......_____,_ __ _ I ' . I 1 ' REi ! ---------- ; i 'i .1 ! FACSIMILE tjPERA TOR: fulLyn=.:.n=-=I~so:c=m~---"----------._l --..--- , ' I . ! . ! I I . ' IF ANY PROBLEMS OCCUR, PLEASE CALL BACK AS SOON AS POSSIBLE. 1 ; ' I . : TELECOPIER DIRECT LINE: i (281) 363-3459 BUSINESS DIRECT LINE: . (281) 363-4039 WE CAN RECEIVE DOCUMENTS UP TO 8 112 INCHES WIDE BY 11 INCHES LONG . ! . ' I ' I : J i l : I l j I I : l '. ! l l : I ; I : I : I l . I j I l ' l : I ~. I : I ! I , i : City of College Station 1101 South Texas Avenue P.O. Box 9•96-.o __ eo ........ ne .. geiliiSlliiiitaiiiiitio•n,•T•exasiiiiiii.ii77iiii84iiiii2.._ __ CITY OF COLLEGE STATION Date: (' I .J..5 / Z 7 Number of pages including cover sheet: DEVELOPMENT SERVICES To: BJ! Phone : Phone: 409-764-3570 -'-'---~~~~....:....:.__-'--~~~~ Fax phone: Fax phone : 409-764-3496 CC : REMARKS: D Urgent ~or your review 0 Please comment 7/f!5 If you did not receive a complete fax, please call our office immediately for a new transmittal. I .SW ~r-n . , ;d I .· · .. SITECH ENGINEERING ,CORP. 17132926851 P.02 I , : : ~-£x.1°s/-, / 8 '' W. L , (£->I-. loc~f>on ba.~.:~ 0"1 · h'21c/ loca_I,~ ·P.1-. ~pis -lo North) . f5 " 0 j,i/J'c:ie. €.C?Se/nc~1.f , : , . 1; i i'l-Opo$c:d · ?----t ; I RdoCC{lec/ \Iv, L ,..,.. · / ' ·· {£.Xa.cf-loccth"t:7n i w1"71'/1 eqse..me.n f : l'Jof pmposeq' · ! h Yn y krJowlecl_J~ ) ' Fr~,/c{ Jocq hoY'i ol-JB '' ma./,).; January 22, 1998 Mr. Paul Kaspar Graduate Engineer City of College Station 1101 Texas Avenue College Station , TX 77842 •u THE ~~~ DINERSTEIN COMPANIES _ RE: Holleman Arms Apartments -College Station Dear Mr. Kaspar, We are pleased to inform you that the public water and sewer improvements at the above project have been completed and accepted by the City. We hereby request that the irrevocable Letter of Credit issued as No. 1-473381 by Texas Commerce Bank in the amount of $158,516.60 be returned prior to February 1, 1998 . If convenient, please deliver the original Letter to Texas Commerce Bank, 717 Travis Street, 3rd Floor, Houston, Texas 77002 with a copy to Gary Campbell at the address below. We would appreciate your consideration in bringing closure to the installation of public sewer and wa ter lines on the Holleman Arms apartment project. Should you have questions now or at any time during the construction process, please give me a call at 713/977-4844 ext 336. Very truly yours, Stud t p · CMNmw cc: Shirley Volk, City of College Station Jack Dinerstein , Claude Arnold One Woodway Centre 6363 Woodway (713) 977-4844 10th Floor Houston , Te xas 77057-1717 FAX NO . 7 13-977-4806 01/22/1998 15:35 From: Questions? To: Company: Address: Date : Time: 713 -250-7825 DMC BUILDERS PAGE 01 FAX Transmission DINERSTEIN COMPANIES, INC. Mike Wick Call 713/977-4844 ext. 336 Fax 713/260-7825 Paul Kasper, Graduate Eng. City of College Station January 22 , 1998 2 :34 PM DMC Builders Co., Inc. 6363 Woodway, Ste . 1000 Houston, Texas 77057 Fax:409/764-3496 Phone: Pages:.2._(including this one) If you do not receive any page of this fax please call Wanda at 713/977-4844 ext. 338 . 01 /22/1998 15:35 713 -250-7 8 2 5 DMC BUILDERS January 22 , 1998 Mr. Paul Kaspar Graduate Engineer City of College Station 1101 Texas Avenue College Station, TX 77842 THE ;'~ DINERSTEIN COMPANIES RE: Holleman Arms Apartments -College Station D e ar Nir. Kaspar, PAGE 02 We are pleased to inform you that the public water and sewer improvements at the above project have been completed and accepted by the City . <> We hereby request that the irrevocable Letter of Credit is s ued as No. 1~473381 by Texas Commerce Bank in the amount of $158,516 .60 be returned prior to February 1, 1998 . If convenient, please deliver the original Letter ro Texas Commerce Bank, 717 Travis Street, 3rd Floor, Houston, Texas 77002 with a copy to Gary Campbell at the address below . We would appreciate your consi deration in bring ing closure to the installation of public sewer and water lines on the Holleman Arms apartment project . Should y ou have questions now or at any time during the construction process , please give me a call at 713/977-4844 ext 336 . CMA/mw c c : Shirley Volk, City of College Station Jack Dinerstein , Claude Arnold One Woodway Centre 6363 Wo o dw ay 1 7, ".I\ 077 .JI QA JI 10th Floor Houst o n. T ex as 77 05 7 -1 717 I Sitecft, ENGINEERING coRP. The Site Technology Group ENGINEERS • PLANNERS • SURVEYORS August 8, 1997 CITY OF COLLEGE STATION 1101 Texas Avenue College Station, Texas 77842 ATTN: RE: Dear Kent: Mr. Kent M. Laza, P.E. City Engineer Request to use PE Storm Sewer (Private) Holleman Arms Apartments Job No. 653-001 Sitech Engineering Corporation formally requests that the City of College Station allow the use of a double-walled polyethylene pipe (PE)meeting the requirements of AASH to M252, AASH to M294, and AASH to Mp6-95 embedded in cement-stabilized sand be allowed for use for the Holleman Apartments. In our opinion, it is essential to have the cement-stabilized sand bedding as the bedding material in having a successful polyethylene pipe storm sewer. The cement-stabilized sand bedding is the key to a successful storm sewer system . The ceme nt - stabilized sand bedding actually acts as a weak concrete encapsulating the storm sewer. The cement-stabilized sand bedding has a minimum compressive strength of 500 psi . This cement - stabilized sand encapsulation acts as a superior foundation and as a means of ass istin g to seal off any pipe water leakage from the pipe into the ground and soil intrusion into the pipe system. The use of this double walled black polyethylene pipe has been approv ed by other governmental entities and is approved for normal use provided that cement-stabilized sa nd bedding is provided. Harris County, Montgomery County , and the Texas Department of Transportation have approved the use of that double walled black polyethylene pipe provided cement-stabilized sand bedding is provided. We understand that the City of College Station has allowed the use of the subject polyethylene pipe in one private development with mixed results. We understand that the storm sewer was not bedded in cement-stabilized sand, but it was bedded in native material. Although we are not familiar with the job conditions, the project would probably have had much better results if the storm sewer bedding had been cement-stabilized sand in lieu of native material. Tel. (281) 363-4039 2202 TIMBERLOCH PLACE SUITE 100 THE WOODLANDS, TEXAS 77380 Fax (281) 363-3459 The type of cement-stabilized sand bedding proposed for the Holleman Arms Apartments around the proposed black double walled polyethylene pipe is shown on the attached Exhibit. The bedding immediately around the pipe is cement-stabilized sand. The backfill above the bedding which encapsulated the pipe to a minimum of six-inches above the top of pip e 1s native backfill. In order to provide you with the latest information regarding the pipe that we are requesting to utilize as storm sewer for the Holleman Arms Apartments, attached are data sheets and approval letters from various governmental entities. The use of the double walled black polyethylene piping has been successfully used by Sitech Engineering Corporation on many large projects with no pavement failures above those storm sewer lines, even with less than 12-inches of cover from the top of pipe to the top of pavement. Sitech Engineering Corporation has utilized the black double walled polyethylene pipe successfully on projects such as Moorhead Junior High School, Caney Creek High School, Anderson Elementary School, and the Wal-Mart Store in Porter, Texas. In closing, we request that the City of College Station allow the use of the black double walled polyethylene pipe for the storm sewer system on the H~lleman Arms Apartment s. /J SITECH. ENGINEERJ G CO ,<;]RAT bN ;t ,,-// I// I/ /. /. ' /:./ //,/,,/ // I I ,,.,...-· I .· / . / ~-I ,.., 9 /BY: ;t.:ide:-Saikowski, P.E. Attachments: Product Data cc w/ Attachment: Mike Wick -DMC Builders, Inc. Gary Fairchild -DMC Builders, Inc. Bill Lawrence -DMC Builders, Inc. ADVANCED DRAINAGE SYSTEMS, INC . JULY 1997 PO BOX 3783, HOUSTON, TEXAS 77347-3783 15330 TALL SHADOWS, HOUSTON , TEXAS 77032 (713) 442-4791 FAX : (713) 442-4793 TO WHOM IT MAY CONCERN: RE: HARRIS COUNTY ENGINEERING DEPARTMENT SPECIFICATION 955 -HIGH DENSITY POLYETHYLENE PIPE (HOPE) IN JULY, 1997 THE HARRIS COUNTY ENGINEERING DEPARTMENT DRAFTED AND APPROVED THE ATTACHED SPECIFICATION - ITEM 955 HIGH DENSITY POLYETHYLENE PIPE CHPPE) THIS SPECIFICATION ALLOWS THE USE OF CORRUGATED POLYETHYLENE PIPE (CPP) FOR USE IN PROJECTS WITHIN HARRIS COUNTY FOR STORM SEWERS, CULVERTS, ETC., WITH SPECIFYING ENGINEER'S APPROVAL. MATERIAL AND INSTALLATION PARAMETERS ARE .INCLUDED IN THE SPECIFICATION. ADS G._Bf;_!;_N: NUMBER ONE IN THE LAND 955.1 955.2 . SPECIAL SPECIFICATION ITEM 955 HIGH DENSITY POLYETHYLENE PIPE (HDPE) Description. High Density Polyethylene Pipe shall consist of furnishing and placing HDPE Pipe conforming to these specifications. The pipe shall be furnished to the sizes and dimensions required and shall be installed in such places as shown on the· drawings or as designated by Engineer, in accordance with these specifications and in conformity with the lines and grades for gravity flow applications: culverts, storm sewers, etc. Materials. All corrugated Polyethylene Pipe shall be manufactured from High Density Polyethylene Virgin Compounds, and shall conform to the cell classification 335420C in ASTM D3350. · A. Pipe and Fittings A. I The types of pipe will be indicated on the drawings by the following . descriptions conforming to MSHTO M 252, MSHTO M 294, and/or MSHTO MP6-95, latest edition. Pipe Description: CPP (Corrugated Polyethylene Pipe) Types: Type C-(This pipe shall have a full circular cross-section, with a corrugated surface both inside and outside). Type S-(This pipe shall have a full circular cross-section, with an outer corrugated pipe wall and a smooth inner liner.) Type .D-(This pipe shall have a full circular cross-section with a smooth outer wall and a smooth inner wall. .. High Capacity "HC" trade name.) B. Pipe Joints/Coupling Bands B. l Soil Tight Joints Except as otherwise required herein or by the Engineer, coupling bands and other joining systems for corrugated polyethylene pipe shall meet the soil tightness requirements described in AASHTO Section .26.4.2.4. "Standard Specifications for Highway Bridges". j:\900\sp-955.doc Coupling bands shall lap equally on each of the pipes being connected to form a tightly closed joint after installation. Coupling bands may be of either Corrugated bands, Bell and Spigot, or Double Bell Couplings. The corrugations on the bands shall index the corrugations in the pipe ends to engage the first or second corrugation from the end of each pipe. B.2 Watertight Joints Where required for watertight applications, pipe joints shall meet the requirements of ASTM D32 l 2 or ASTMF 1417. Fittings supplied and installation procedures shall be as per manufacturer's recommendations for watertight applications. For lubricated joints, the manufacturer shall supply an approved lubrication and assembly. Joint misalignment shall not exceed the manufacturer's maximum recommendations. C. Fittings Furnish fittings and specials required for bends, end sections, branches, access manholes, and connections to other fittings . Design fittings and specials in accordance with Drawings and AASHTO M 252 or AASHTO M 292 or AASHTO MP6-95. Fittings and specials are subject to same internal and external loads as straight pipe. D . Pipe Fabrication Corrugated Polyethylene Pipe shall be manufactured with either Annual Corrugations, Helical Corrugations, or a Closed Profile Corrugation meeting the Performance Requirements of AASHTO M252 or AASHTO M294 or AASHTO MP6-95. 955.3 CONSTRUCTION METHODS. Trench shall be excavated to the alignment, depth and width required. Brace trench and drain so that the work may be accomplished safely and efficiently. Trenches shall be excavated with suitable type equipment such as ladder type trenching machines or trench hoes or other equipment. Trench widths for pipes less than 30-inches shall as a minimum be the width of outside barrel of pipe plus 24-inches. The maximum trench width shall be the maximum width of the outside barrel of the pipe plus 36-inches. Where necessary, excavations shall have sheathing and bracing to prevent caving. All sheathing and bracing shall be designed to the requirements of OSHA Standards 1926, Subpart P (latest edition). Depth of trenches without sheathing or bracing shall comply with OSHA Regulation 1926.650. · j:\900\sp-955 .doc For pipe 30-inch and larger, the minimum width of the trench shall be the width of the outside barrel of the pipe plus 32-inches and the maximum width of the outside barrel of the pipe plus 36-inches. After the trench has been excavated to the bottom, the trench shall be fine graded to the established subgrade. Any over excavation of the subgrade shall be filled with 1.5 sack/ton of cement stabilized sand. The Engineer will furnish and set vertical and horizontal control stal,es which will establish the base line or centerline and bench marks and will furnish the Contractor with .all n.ecessary information relating to lines and · grades . . The Contractor shall establish the grade line in the trench from grade stakes. The Contractor shall maintain this grade control a minimum of 100-feet behind and ahead of the pipe laying operation. The Contractor shall, at his own expense, furnish and place in position as directed by the Engineer all necessary stal,es, grade and batter boards for locating the work. The Contractor may, at his own expense, use a laser beam to maintain line and grade of the work as authorized by the Engineer. The pipe shall be bedded and backfilled in cement stabilized sand conforming to the Item 433 "Cement Stabilized Sand Bedding and Backfill Material" and the attached Respective Drawings, carefully and accurately shaped to fit the lower part of the pipe exterior for at least ten percent of the overall height. When requested by the Engineer, the Contractor shall furnish a simple template for each site and shape of pipe to be placed for use in checking and shaping of bedding. Unless otherwise authorized by the Engineer, the laying of pipes on the prepared foundation shall be started at the outlet end, the separation section firmly joined together. Proper facilities shall be provided for hoisting and lowering the sections of pipe into the trench without damaging the pip~ or disturbing the prepared foundation and the sides of trench. Any pipe which is not in alignment or which shows any undue settlement after laying, or is damaged, shall be tal,en tip and re-laid without compensation. Multiple installation of HDPE pipes shall be laid with the center lines of individual barrels parallel. Unless otherwise indicated on the drawings, the following clear distances between outer surfaces of adjacent pipes shall be maintained. j :\900~-955.doc DIAMETER OF PIPE 18" 24" 30" 36" 42". 48" 54" 60" TABLE NO . l CLEAR DISTANCE BETWEEN PIPES l '-2" l '-5" l '-8" l'-11" 2'-2" 2'-5" 2'-6" 2'-6" Where new structures are constructed as extensions to structures in place or as jointed to existing structures, the construction shall include all work necessaiy to provide a proper connection between the new structure and the old as indicated on the plans. After the HDPE pipe structure has been· completely assembled on the proper line and grade and headwalls constructed when required by the plan details, Cement Stabilized Sand (CSS) material for bedding and backfill shall be placed along both sides of the completed structure(s) equally, in uniform layers not exceeding 6-inches in depth· (loose measurement), wetted if required and ·thoroughly compacted between adjacent structures and between the . structure(s) and between the sides of the trench, or for a distance each side of the structure equal to the diameter of the pipe. Backfill material shall be compacted to the same density requirements as specified for the · adjoining section of the embankment. Above the three-fourths points of the structure, the fill shall be placed uniformly on each side of the pipe in layers not to exceed 12-inches. For backfilling, until a minimum cover of 12-inches is . obtained, only hand operated tamping equipment will be allowed Within vertical planes two feet beyond the horizontal projection of the outside surfaces of the structure. Pipe damaged by the Contractor's backfilling operation shall be removed and replaced by the Contractor at no additional cost to Harris County. Unless otherwise shown on the plans or permitted in writing by the Engineer, no heavy earth moving equipment will be permitted to haul over the structure until a minimum of 2-feet of permanent or temporaiy, compacted fill has been . placed hereon. Pipe damaged by the Contractor's equipment shall be moved and replaced by the Contractor at no · additional .cost to Harris County. During the bacl<lllling operations, special emphasis shall be placed upon the need for obtaining uniform backfill material and uniform compacted density throughout the length of the pipe. Prior to adding each new layer of loose backfill material, until a minimum of 12-inches of cover is obtained, and j :\900~-955.doc inspection will be made of the inside periphery of the structure for local or unequal deformation caused by improper construction methods. Evidence of such will be reason for corrective measures as directed by the Engineer. In the event that excavation cannot be dewatered to the point where the HDPE Pipe subgrade if free of mud, excessive wet soil, sandy silt or clay with water, seal slab shall be used. in the trench bottom. Such seal slab shall be designed in accordance with _Item 421 "Structural Concrete". The seal slab shall be Class "D", 5 sacks of cement per cubic yards with a minimum compressive strength of 1,750 psi at 7 days and 2,500 psi at .28 days. A precast seal slab may be used, provided that the joints of the seal slab do not occur at the joint of the HDPE Pipe. Contractor shall have an option of using a three day cylinder test break at no expense to Harris County. . 955.4 MEASUREMENT. Corrugated HDPE Pipe will be measured by the linear foot. Such measurements will be made between the ends of the barrel along its flow line. Where spurs of branche~ or connections to existing pipe lines are involved, measurement of the spur of new connecting pipe will be made from the intersection of its flow line with the outside -surface of the pipe into which it connects. Where inlets, headwalls, catch basins, manholes, junction chambers · or other structures are included in lines of pipe, length of pipe tying into the structure wall will be included for measurement but no other portion of the structure length and width will be included_ Seal slabs shall be measured by the square yards installed, along the centerline of the structure. 955.4 PAYMENT. Payment for Corrugated HDPE Pipe measured and prescribed above, will be made at the contract unit "Corrugated Polyethylene Pipe" price bid per linear foot for the various sizes of the material as indicated on the drawings. Payment for seal slab shall be made at the unit price bid per square yard for Class "D" concrete seal slab and shall include the price of all labor, materials, and equipment necessary to complete this item. Note: This specification requires a drawing. END OF ITEM 955 j:\900~-955.doc FlRM SQL AT GRADE DETAILS OF ORDINARY PIPE BEDDING 9tERE SATISF'Aenln' 90L 0CHJm0NS msT BEDPING QETAIL FOB --BACKFIU. "'11li H-SllU MATERIAL. COMPACTED TO 90 X a:' STANONllJ PRC>Clm DENS1lY ANO ~ TO SPEQFICATION ITEM 430.5 SHAPE CEMENT STABU2ED SANO TO CCff'ORM TO PIPE aonaL BEDDING DETAIL FQR _ IDGH DENSITY POLYETHYLENE PIPE SE't£BS 36~ IN Q!AMEJEB IDGH DENSITY POLYETHYLENE PIPE SEWEBS 42• IN . QIM1EJEB ANO GREATER ANO SMAI I fB VARIABLES ~ CEMENT STABILIZED SANO A.ACED BEFORE PIPE IS LAI), TO r MINMUM OEPlH ~ CEMENT STABILIZED SANO PLACED BEFORE PIF»E l~LAI>..\. TO 10" t,llHIWUM OEPlH FOR 4~-vv Pit-to AND 14 WHMUM OEPlH FOR se• PIPE AND OREA lER -..-·.·-: ~ CEMENT STABILIZED SAND, lHOROlKH.Y ROOOED, PLACED AND COMPACTED AF1ER PIPE IS L>.10 NOJES CEMENT STABILIZED SAND TO CXff'ORM TO SPEQFlCATION ITEM 433 TRENQi WIDlHS : PIPE LESS 'THAN 311'" • MAX.-'S-0" +·!).I). OF' PIPE MIN.-'¥-0" + 0.0. OF' PIPE PIPE 3lf'. • lie GREA lER MAX.-'S-0" + 0.0. OF' PIPE MIN.-'¥-e"' + 0.0. OF' PIPE HARRIS COUNTY ENGINEERING DEPT. ..... ~ « \PRO.F~\ &r•~·~• ---··--· DETAILS OF BEDDING FOB PIPE 35• f & GREATER .WERE UNSATISFACTORY SCXL CONOOlONS EXIST BAa<ALL W1H IN-SfTU MATERIAL. COMPACTED TO 8' S OF STANDARD PROCTOR DEHSllY 8AaCF1U. lfM IN-SOU MATERIAL. COMPACTED TO 80 X OF STANDARD : PROCTOR DENSITY NO DIRECT PA'l'MENT FOR CEMENT STABUZED SANO ---SEAL SLAB ---ORDINARY BEDDING DETAIL BEDDING DETAIL FOB PIPE CQNSJBUCJED UNQEB BOADWAY VARIABLES ~ CEMENT STABILIZED SAN> Pl.ACED BEFORE PtPE IS LAID, TO e• WNMUM DEPni ~ CEMENT STABILIZED SANO, lliOROO<H..Y ~.PLACED ANO COMPACTED TO 1 '-o"' ASOYE lHE TCP OF PIPE. AFTER PtPE IS LAID NOJES CEMENT STASiUZED SAND TO ~FORM TO S?EQF1CA110N l'TDI 433 SI.AB, PtPE ck BEDaHG 5™U. BE PLACED IN ORY lRENai ONLY . BAO<FlU. IN-Sll\J MATERIAL TO COHFCRI TO SPEQflCAllON rTal 430.S SEAL SLAB MAY BE PRECAsT . HARRIS COUNlY ENGINEERING DEPT. ...... ffaAL PfE EEXING Fm DMllt ll'ft UM Di\ ....... ......... UHSTAa.E u. 1 r CXHX1KICS ......... C: \pROJEC'r.i\ACAmn\ ~,....., ....... , · · -- DETAILS OF BEDDING FOR PIPE CQNSIBUCTED UNDER ROADWAY ~ SA11SFACTORY SOL <XH>fl1<ICS EJaST .----PA't91ENT SECl10N --- BOTIOM OF SUBGRADE BAa<FIU. Wlff IN-SllV MA TERIN... ca.tPACTED TO 85 X OF STANDARD PROCTtR DENSITY ANO OCH='ORM TO SPEaflCA~ ITEM~ SHAPE CEMENT STABUZED SANO TO CCH='ORM TO PFE BOTIOM BEDDING DETAIL FOB BEDDING DETAIL FOB IDGH DENSITY POLYETHYLENE PIPE SE'ftEBS 36• IN DIAMEJEB HIGH DENSITY POLYETHYLENE PIPE SEWEBS 42. IN DIAMETER ANO GREATER ANQ SMAI lfB VARIABLES {) CEMENT STABILIZED SANO Pl.ACED BEFORE PIPE IS LAD, :ro . T MINIMUM DEPlH ~ CEMENT STABILIZED SANO PLACED BEFORE Pt~ !t.LAJO..\-TO 10" ¥1HIMUM OEPlH FOR 4T-vu Plt't. ANO 14 MINIMUM DEP1li F'OR se• PIPE ANO GREATER (D CEMENT STABILIZED SAND, lliOROUCH. Y ROOOED, Pl.ACED ANO COMPACTED TO 1-0" ABO~ ntE TOP OF PIPE, AFTER PFE IS LAID NOTES CEMENT STAB1LIZED SANO TO CXH"ORM TO SPEOFlCA 1100 Im.I 433 lR£NQi WOlHS : PIPE LESS nt~ 3't" f MAX.-J"-0" + 0.0. OF PIPE MIN._;, 2'-0" + 0.0. OF PIPE PFE 30" f et CREA TER MAX.-J"-<f' + 0.0. OF PIPE MIN.-2'-8" + 0.0. OF PIPE HARRIS COUNTY ENGINEERING DEPT. __ .., ----..,_, . 2 Every day for more than 30 years , Advanced Drainage Systems corru - gated high density polyethylene HOPE pipe has been building its rep- utation for economy, durab ility, and superior performance in gravity-flow drainage app lications. During the N-12 HC's innova tive "honeycomb" wall section draws on the structural strengths of the circle, the I-beam, and the classic arch. 1970's and 1980's , ADS s ingle wall pipe became the preferred product for agricultural , mining, turf/recreation, and residential drainage markets. The hydraulic capabilities of the product were significantly improved in 1987 when ADS introduced N-12® smooth interior pipe for storm and sanitary sewers , highways , a irports , and other engineered construct ion. ADS extended its capabilities in these markets with the 1994 introduction of N-12® HC large diameter pipe . N-12 (4" -36") Named for its excellent Mann ing 's "n" rating of 0.012, N-12 was the first HOPE drainage pipe to comb ine an annular corrugated exterior for strength with a smooth inner wall for maximum flow capacity . Through extensive field and university testing , ADS engineers were able to refine the corrugated wall design for suc- cessfully larger diameters witho ut compromising the pipe 's excellent strength-to-weight ratio. Its perfor- mance and economy have led to rapid acceptance by contractors and official approval by most state and municipal specify ing agencies . N-12 HC (42 "&48") Soon after the introduction of N-12 , ADS engineers began a ma jor pro - gram to develop an alternative wall profile that would provide the strength , stiffness , and product ion efficiencies required in pipe d iameters above 36 ". An 8-year development and testing program produced a revo - lutionary pipe design called N-12 HC. The product features smooth inner and outer walls , and a unique "honey- comb" wall section using closely spaced circular ribs that brace t he pipe circumferen t ially for added ring stiffness and structural strength . Soil loading tests at Utah State Un iversity indicate that N-12 HC may have the most stable wall profile ever manufac- tured for large diameter flexible p i pe . Applications N-12 meets the requirements for Type S pipe under AASHTO M 294, c and N-12 HC quali fi es as Type D pipe \__ under AASHTO MP6. Both products can be specified for culverts , cross drains, storm sewers, landfills , and other public and private construction . ---____ _. Gone are the days when plastic pipe was specified only for cost reasons. Advances in polymer science and structural design have created a product that actually outperforms and outlasts concrete and metal pipe while maintaining its installed cost advantage. By any measure, ADS N-12 and N-12 HC compare favorably to conventional materials. Structural Strength As a flexible conduit, HOPE pipe with - stands vertical pressure by transfer- ring most of the load to the surround- ing soil. N-12 and N-12 HC will sup- port H-20 live loads with 12" minimum cover and E-80 loads under 24" cover. Maximum cover will vary with design conditions, but can usually extend from 30 to 50 feet. In con- trolled tests , N-12 has performed well at fill heights of more than 100 feet, and N-12 HC has withstood soil pres- sures equivalent to 180.feet of cover before significant deformation occurred . Durability High density polyethylene is an extremely tough material that can easily withstand the normal impacts involved in shipping and installation . It is highly resistant to chemical attack and is unaffected by soils or effluents with pH ranges from 1 to 14. HDPE 's ductility and molecular struc- ture result in excellent resistance to abrasion. Polyethylene pipe shows less than 20% of the material loss of concrete pipe in abrasive environ- ments , and is often specified for harsh mine slurries and as a sl ip liner for deteriorated metal culverts . Hydraulic efficiency The smooth interior of N-12 and N- 12 HC pipe provides superior flow characteristics. It has a tested Manning's "n" value of 0 .012, which is slightly better than that of concrete and substantially better than the 0.024 value for corrugated metal pipe . This makes N-12 and N-12 HC preferred for-drainage projects where flow volumes can fluctuate rapidly . Light weight HOPE pipe is up to 30 times lighter than concrete pipe , making it far easi - er to transport and handle. On-site labor and equipment requirements are reduced , with a corresponding reduction in the potential risk of injury . Fast installation Long 20-foot lengths mean fewer joints. Soil or water tight connections are quick and easy with either stan - dard split couplers or gasketed bell- and-spigot couplers . The pipe cuts easily and does not need to be beveled for joining . Contractors report installation rates of 800 feet per day of 15"-18" pipe , and 400 feet per day of 48" pipe . How HDPE stacks up against the competition: • N-12 & N-12 HC •Reinforced Concrete D Corrugated Steel 0 .025 1--------0.024 0 .020 1-------- 0 .015 >--------- 0.012 0.010 0 .005 Hydraulic Efficiency (Manning's "n") 14 14 9 7 3 .5 3 .0 2 .5 2 .0 1.5 1.0 0 .5 0 80 yrs . 60 yrs. 6 40 yrs . Corrosion Resistance (Recommended pH Range) 20 yrs . e'e o~·f.J. --~ 6() . ~o<.(je;t- <(-.0\'0 I I -ADS N-12& N-12 HC_ ~ I 200 ,000 400 ,000 600,000 Number of Load Cycle s Abrasion Resistance (Material Loss Rate in Mils) Anticipated Service Life *CSP requires protective coati ng 3 4 The lowest installed cost of any drainage pipe The material cost of HOPE is ex- tremely competitive with concrete and corrugated metal. When installation costs are factored in , the savings really start to multiply. • Polyethylene's light weight cuts shipping charges . More pipe per truck means fewer delivery loads. • Fewer people are needed for on-site unloading and handling . • Heavy equipment requirements are reduced . • 20-foot lengths are easy to handle and require fewer joints. A recent ·survey of state Departments of Transportation revealed that reduc - tions in installed cost for HOPE pipe were 12 to 38 percent compared to concrete , and 5 to 28 percent vs. cor- rugated steel. - A choice of joining systems 1. Hinged split couplers and fabri- cated fittings provide cost effec- tive connections for normal drainage installations . A split pre- mium coupler , with internal neo- prene gasket, is ava ilable to pre - vent infiltration of fine o r sandy soils . 2. Pro Link™ molded HDPE couplers are another source of installation savings . Just align the pipe sections , lubricate the spigot , and push together. Bell /bell cou- plers are offered in 12 " through 24 " diameters , and single bell styles are factory welded to 30" through 48" pipe . Two levels of joint secu- rity are available : • Pro Link ST™ provides a soil tight joint for normal storm sewer/culvert applications . • Pro Link WT™ is an ASTM D 3212 pressure-tested coupler that insures water tight connections when required by high water tables or environmental cons iderations . 3. Series 35 thermo-molded PVC sanitary fittings include couplers , tees , wyes , elbows , caps and adaptors . Each is fitted with an 0- ring seal and will connect not only corrugated HOPE pipe , but also PVC , concrete and othe r materials . All molded couplers are des igned to permit up to 3° of directional deflec- tion with no loss of joint integrity or flow capacity . This allows the pipe to be laid on a curvilinear track when necessary to avo id underground obstacles or to parallel curves in roadways and ramps . Installation recommendations Proper installation is perhaps the major determinant of long-term per- formance of any drainage pipe , and the basic procedures and precautions for corrugated polyethylene are in fact quite similar to those for concrete and metal pipe . N-12 and N-12 HC are flexible con- duits which transfer live and dead · loads to the surrounding soil.-Particu - lar care is therefore required in bed- ding , backf illing and compaction , and in the selection of backfill material. Class I, II , or Ill soils may be used for backfill , and should be compacted to ·at least 90% Standard Proctor Density . Complete instructions for underground installation of thermoplastic drainage pipe are contained in ASTM D 2321. Water-or Soil-Tight Joints I Split Couplers and Fabricated Fittings ~\\'\'\'\ \ . ' ~ ,\''''""""' \ \' \ I , , Pro Link™ Molded HOPE Couplers Bell/Bell Coupler (12 "-24") Integral Coupler (30 "-48") Factory-welded bell coupler Factory-welded gasketed spigot \ Series 35 Molded PVC Sanitary Fittings 9 Specifications Flow Capacity 200 "'O c 150 0 () Q) Cf) ~ 100 Q) Q) u. () :i:i 50 :::i () 0 0 .1 0 .2 0 .3 0.4 0 .5 Slope Weight Comparison : Pounds p er Foot -·--·--·--·-... Pipe Dia. N-12/N-12 HC Co ncrete Corru gated Steel ... ----------------. 10" 2 .0 50 9 .o - 12" 3 .2 79 10.5 15" 4 .6 103 12.9 18" 6.4 131 15 .8 24" 11 .5 217 19.4 30" 15.4 384 30.4 36" 18 .1 524 36.0 42" 26 .5 650 57.0 48" 32.0 780 65.0 Height of Cover Minimum Cover: H-20 loads : 12 ' E-80 loads : 24" Maximum Cover: Typically 50-60 feet but w ill vary depending on application and engi neering design. Notes: 1. Cover he ig hts are measured from the top of the pipe . 2. Ca lculations based on load factor design per AASHTO procedures. 3. Assume soil dens ity of 100 lbs./cu . ft . 4 . Backfill compacted to 90% density per AASHTO T-99 . 5 . If a hydro-hammer is used for compaction , at least 48' of cover -·must be provided . Pipe Stiffness Pipe Di amete r Mi n i mu m Pipe Stiffness (psi) 4 11 , 6 ", 8 11 50 10" 50 12 ' 50 15 " 42 18 " 40 24" 34 30" 28 36" 22 42 " 19 48" 17 Manning's "n" for Design N-12 & Std . Co rrugat ed Pipe Dia . N-12 HC HOP E Pipe Concrete 4'-15" .010-.012 .0 18 .011-.015 15 '-48 " .010-.012 .020 .011-.015 Applicable Standards A A SHTO M 294, Standard Specificatio n for Corrugated Polyethyle ne Pipe Corrugated Steel .022-.026 .022-.026 AASHTO MP S, Standard Specification for Corrugated Polyethylene Pipe , 1050 and 1200 mm Diameter (42' and 48") A STM F 667, Standard Specification for Large Diameter Corrugated Polyethylene Pipe and Fitti ngs ASTM D 2321, Standard Practice for Un derground Installation of T hermoplast ic Pipe for Sewers and Other Gravity Flow Applicati on 5 6 Solving drainage problems across the nation PennDOT Deep Burial Study In 1987, the Pennsylvania Depart- ment of Transportation initiated what is believed to be the most ambitious research project ever attempted by the plastic pipe industry. A total of 576 ft. of 24" corrugated HOPE pipe (both standard single wall and N-12) were buried at depths exceeding 100 feet in an embankment under Interstate 279 near Pittsburgh . Researchers from the University of Massachusetts administered the test, which sought to determine the perfor- mance limits of HOPE pipe under extreme loads . Electronic and hydraulic systems have been monitoring many aspects of pipe performance, including wall strain , deflection , soil pressure and soil strain. The results to date are impressive . Despite the tremendous soil load, the total of pipe deflection and circumferential shortening is just 4 .3%, and has remained constant since the second year of the test. No cracking of any kind was observed in the N-12 pipe at any depth. The research has already led to improvements in coupling design and technical refinements in pipe manu - facturing .. Penn DOT officials view the pipe's performance under these severe so.II .pressures as very positive, particularly since a sample of concrete pipe failed -rather quickly under 65 feet in the same .embankment. The study results have led PennDOT and other state transportation agencies to con - clude that existing maximum fill height requirements for HOPE pipe are conservative and may be increased under certain project design conditions. Missouri test proves value of soil compaction Missouri's first installation of large diameter polyethylene pipe provided a dramatic illustration of the effect of soil compaction on pipe performance . Two 50-foot cross drains using 42" N-12 HC pipe were installed approximately 1.7 miles apart. In both locations, a coarse grained grav- el was used for embedment and backfill. In the first installation, the material around the pipe was mechanically compacted in 6-inch lifts. No mecha- nical compaction was employed in the second installation . The maxi- mum cover in both cases was 12 inches, including the pavement. Immediately after completion of the work, vertical pipe deflection was measured. The numbers were con- clusive : 1.2% maximum deflection in the compacted trench, and 4.5% in the non-compacted trench . While the higher deflection reading was still well within the performance limits of polyethylene pipe, Missouri Highway and Transportation Depart- ment officials planned to monitor the two sites to determine any longer term performance variations between the two installation procedures . Neighborhood storm sewer project installs easily After 25 years of persistent flooding , the residents of the Lakeview subdivi- sion of Madison Township, Ohio , applied for state public improvement funds to install a modern storm drainage system. Of all the materials bid , only the HOPE system fell within the funding limit. The installat ion included 5 ,000 ft. of ADS N-12 pipe (12" to 36") and was accomplished well within the deadline and the limited budget. Since then, flooding complaints have been non- existent, despite a 100-year rain event in 1993 . Five years later, ADS cooperated in an internal inspection by an indepen- dent pipe cleaning company using a remotely controlled television camera. Three hours of video tape revealed no abnormalities with the 2,400 feet of sewer line inspected-no damage, no misaligned joints, no changes in line and grade . Since the Lakeview installation, Madison Township has specified N- 12 on several other large drainage projects. Officials point to HDPE's ease of handling, and believe that it performs as well or better than the concrete and metal pipe used previously . n ··-·" Lakeview was also the first HOPE sewer installation for the contractor, who cites several advantages of the lighter weight pipe: use of smaller equipment which made it easier to negotiate the narrow right-of-ways with numerous trees, less risk of damaging the streets , the 1 O loads of polyethylene vs. 29 loads if the pipe were concrete, and the ability to unload and move the N-12 pipe by hand . One-way culverts feature custom fabrications The 1989 earthquake which devastat- ed San Francisco also damaged a set of seven bituminous metal corrugated culverts in Monterey County. These had been fitted with tidal flood gates to prevent salt water on the west from intruding into inland grazing areas , while at the same time allowing a fresh water creek to flow westward into the estuary. In late 1995, the culverts were replaced with 48" N-12 HC. New alu- minum tidal gates were designed and assembled on the west end of the pipes , while 24" tall risers fabri- .cated with 42 " N-12 HC pipe were installed on the inlet ends of the cul- verts to handle fresh water spill-over during simultaneous high tides and storm flooding. The installation followed design prac- tice recommended by ADS engi- neers. The culverts were bedded in gravel with three foot spacing between them , and the pipe ends were supported on concrete pads rather than being cantilevered . After repaving and removal of the cof- fer dams, the road was reopened, and within a few weeks the flooded farmlands were drained of the accu- mulated sea water. Relining project helps stop dam erosion At legend Lake in Wisconsin, the pri- mary outlet for Dam No. 3 is a 205 foot span of 60 " corrugated metal pipe (CMP). State officials were con- cerned about the pipe's deterioration over the years , and the amount of dam material that was entering through the rusted out perforations and being washed downstream . The design engineer for the repair project decided that slip-lining the CMP with 48" N-12 HC presented the best combination of low cost and long term durability. The smooth inner wall permitted the same flow capacity as the larger corrugated pipe . The first step was to prevent further seepage by sealing the space between the existing metal pipe and the surrounding soil with chemical grout. Twenty-foot sections of the N- 12 HC pipe , connected with gasketed bell-and spigot joints , were then pushed through the metal pipe. Wood skids were strapped to each section to help eliminate sliding fric - tion and provide the bottom clearance required for final grouting. When the last section was installed, a special fitting fabricated from 54" solid-wall HOPE pipe was welded to the inlet end of the 48" liner to prov ide a hydraulically smooth transition . The entire project was completed in only three days . New coupling design allows curvilinear installation Municipal engineers often find it nec- essary to route trenches around utility structures or some other buried obstacle . And highway engineers prefer to maintain a constant distance between the pavement edge and roadside drainage lines, which means the pipe should be able to parallel bends in the roadway fairly precisely. ADS recognized t hese needs in the design of the new Pro Link™ bell couplers for 12" through 48" N-12 pipe . Each coupler will permit up to 3 ° of directional deflection with no loss of jo i nt integrity or flow capacity . All of the new bell-and -spigot style fabricated fittings also have th is capa- bility. Drainage projects can thus benefit from a number of cost-sav ing options. One example is the Mon-Fayette extension of the PennsylvaniaTurn- p ike, bu ilt to connect Pittsburgh and Morgantown, WV. The mountainous terrain dictated severe curvature in many sections of the highway and access ramps. Concrete and coated metal pipe were originally specified for drainage, but the alternate N-12 was chosen for its ease of installation and its ability to follow roadway curves without shortening the 20-foot pipe lengths or installing more costly angled fittings . The deflection allowed by the bell coup lers was suffi - cient to lay the pipe on the prescribed curvil inear track . 7 As time takes its toll on the service life of installed concrete and metal pipe, N-12 and N-12 HC are fast becoming the _preferred choice for gravity-flow drainage applications . In addition to its proven performance and economy, ADS HOPE pipe has the same widespread availability as traditional pipe materials. ADS operates 20 manufacturing plants across the country and more than 30 stocking Customer Service Centers in major metropolitan cen- ters . These facilities complement the local inventories of more than 4,000 independent distributors. So wherever the job is, ADS can pro- vide local service and fast delivery. Visit ADS on the Internet Product details, technical papers, and local locations are all available at the ADS World Wide Web site: http://www.ads-pipe.com. ZONE OFFICES • MIDWEST/NORTHEAST 0 LONDON, OH 1-800-733-9554 • SOUTHERN ZONES FRANKLIN, TN 1-800-733-9987 • WESTEJIN ZONES WASHOUGAL, WA 1-800-733-8523 • MANUFACTURING FACILITY LOCATIONS ADVANCED DRAINAGE SYSTEMS, INC . INTERNATIONAL SALES AND CORPORATE OFFICE: 3300 RIVERSIDE DRIVE COLUMBUS, OH 43221 614-457-3051 \. ; -/ Form # L 1096 © 1996 Advanced Drainage Systems. Inc Printed in U s A ®The Green Stnpe 1s registered in the U S Patent and Trademark Office0 f • ( ) u Standard Specifi cation for Corrugated Polyethylene Pipe, 305 to 915-mm (12-to 36-in.) Diameter AASHTO DESIGNATION: M 294-94 1. SCOPE 1.1 This specification covers the re- quirements and methods of tests for cor- rugated polyethylene (PE) pipe, cou- plings, and fittings for use in surface and subsurface drainage applications . 1.1.1 Nominal sizes of 305 to 915 mm (12 to 36 in.) are included . 1.1.2 Materials, workmanship, di- mensions, pipe stiffness, environmental stress crack resistance , joining systems, brittleness, and form of markings are specified . 1.2 Corrugated polyethylene pipe is intended for surface and subsurface drainage applications where soil provides support to its flexible walls. Its major use is to collect or convey drainage water by open gravity flow, as culverts, storm drains, etc . NOTE 1-When polyethylene pipe is to be used in locations where the ends may be exposed (as in culverts), consideration should be given to protection of the exposed portions due to combustibility of the polyethylene and the deteriorating effects of prolonged expo- sure to ultraviolet radiation . 1.3 The values stated in SI units are to be regarded as the standard . 1.4 This specification does not in - clude requirements for bedding, backfill, or earth cover load . Successful perfor- mance of this product depends upon proper type of bedding and backfill, and care in installation . The structural design of corrugated polyethylene pipe and the proper installation procedures are given · in the AASHTO Standard Specifications for Highway Bridges. Upon request of the user or engineer, the manufacturer shall provide profile wall section detail required for a full engineering evalua- tion . 616 2. REFERENCED DOCUMENTS 2.1 ASTM Standards : D 618 Conditioning Plastics and Electrical Insu - lating Materials for Testing D 883 Terms Relating to Plastics D 1693 Environmental Stress Cracking of Ethyl- ene Plastics D 2122 Determining Dimen - sions of Thermoplas- tic Pipe and Fittings D 2412 Determination of Ex - ternal Loading Char- acteristics of Plastic Pipe by Parallel-Plate Loading D 2444 Test for Impact Resis- tance of Thermoplas- tic Pipe and Fittings by Means of a Tup (Falling Weight) D 3350 Standard Specifica- tion for Polyethylene Plastics Pipe and Fit- tings Materials F 412 Terms Relating to Plastic Piping Sys - tems 2.2 AASHTO Standard: Standard Specifica- tion for Highway Bridges 3. TERMINOLOGY 3.1 The terminology used in this standard is in accordance with the defini - tions given in ASTM D 883 and ASTM F 412 unless otherwise specified . 3.2 Crack: Any break or split that extends through the wall. 3.3 Crease: An irrecoverable inden - tation, generally associated with wall buckling. "3.4 Buckling: Any reverse curvature or deformation in the pipe wall that re- duces the load carrying capability of the pipe . 3.5 Reworked Material-as defined for "reworked plastic (thermoplastic)" in ASTM D 883 . 4. CLASSIFICATION 4.1 The corrugated Polyethylene Pipe covered by this specification is clas- sified as follows : 4.1.1 Type C-This pipe shall have a full circular cross-section, with a corru- gated surface both inside and outside . Corrugations may be either annular or helical . 4.1.2 Type S-This pipe shall have a full circular cross-section, with an outer corrugated pipe wall and a smooth inner liner. Corrugations may be either annular or helical . 4.1.3 Type CP-This pipe shall be Type C with perforations. 4.1.4 Type SP-This pipe shall be Type S with perforations . 4.2 Two classes of perforations are as described in Sections 7.3 .1 and 7 .3.2 . 5. ORDERING INFORMATION 5.1 Orders using this specification shall include the following information as necessary to adequately describe the desired product. 5.1.1 AASHTO designation and year of issue . 5.1.2 Type of pipe (see Section 4 .1), 5.1.3 Diameter and length required, either total length or length of each piece and number of pieces, 5.1.4 'Number of couplings, 5.1.5 Class of perforations (Class 2 is furnished if not specified) (see Section 7 .3), and M 294 5.1.6 Certification. if desired (see Section 12 . l ). 6. MATERIALS 6.1 Basic Materials : 6.1.1 Extruded Pipe and Blow Molded Fittings: Pipe and fittings shall be made of virgin PE compounds which conform with the requirements of cell class 324420C as defined and described in ASTM D 3350, except that the carbon black content shall not exceed 5 percent. Compounds that have higher cell classifi- cations in one or more properties are acceptable provided product require - ments are met. 6.1.2 Rotational Molded Pipe and . Fittings : Pipe and fittings shall be made of virgin PE compounds which conform with the requirements of cell class 2l3320C as defined and desc ribed in ASTM D 3350, except that the carbon black content shall not exceed 5 percent. Compounds that have higher cell classifi- cations in one or more properties are acceptable provided product require - ments are met. 6.2 Reworked Material : In lieu of virgin PE, clean reworked material may be used by the manufacturer, provided that it meets the cell class requirements as described in Section 6 . l. 7. REQUIREMENTS 7.1 Workmanship: The pipe and fit - tings shall be free of foreign inclusions and visible defects as defined herein . The ends of the pipe shall be cut squarely and cleanly so as -not to adversely affect joining or connecting . 7.1.1 Visible Defects: Cracks, .creases, unpigmented or nonuniformly pigmented pipe are not pennissible in the pipe as furnished. 7.1.2 For Type S pipe, the inner liner shall be fused to the outer corrugated shell at all internal corrugation crests . 7.2 Pipe Dimensions: 7.2.1 Nominal Size : The nominal size for the pipe and fittings is based on the nominal inside diamet~r of the pipe . Nominal diameters shall be 305, 380, 455, 610, 760, and 915 mm (12, 15, 18, 24, 30 and 36 in .). 7.2.2 Inside Diameter Tolerances: SPECIFICATIONS FOR MATERIALS 617 Speci111en -----~ /;=:::> --------~ Cross Section FIGURE 1 Specimen Configuratio n for Environmental Stress Cracking (Section 9.4.2). The tolerance on the specified inside diameter shall be 3 percent oversize and l .5 percent undersize, but not more than 12 .7 mm (1 /~ in .) either oversize or under- size when measured in accordance with Section 9.6.1. 7.2.3 Length: Corrugated PE pipe may be sold in any length agreeable to the user. Lengths shall not be Jess than 99 percent of the stated quantity when measured in accordance with Section 9.6 .2 . 7.3 Perforations : When perforated pipe is specified, the perforations shall conform io the requirements of Class 2, unless otherwise specified in the order. Class l perforations are for pipe intended to be used for subsurface drainage or combination storm and underdrain . Class 2 perforations are for pipe intended to be used for subsurface drainage only. The perforations shall be cleanly cut so as not to restrict the inflow of water. Pipe connected by couplings or bands may be unperforated within 100 mm (4 in .) of each end of each length of pipe. 7.3.1 Class 1 Perforations: The per- forations shall be approximately circular and shall have nominal diameters of not less than 4.8 mm Cl,6 in .) nor greater than 9.5 mm (l/s in .) and shall be arranged in rows parallel to the axis of the pipe . The perforations shall be located in the external valleys with perforations in each row for each corrugation . The rows of perforations shall be arranged in two equal groups placed symmetrically on either side of the lower unperforated seg- ment corresponding to the flow line of the pipe . The spacing of the rows shall be uniform . The distance between the center lines of the row s shall not be less than 25 mm (I in .). The minimum number of longitudinal rows of perfora- tions , the maximum height of the center lines of the uppermost rows of perfora- tions above the bottom of the invert , and the inside chord lengths of the unperfora- ted segments illustrated in Figure 2 shall be as specified in Table I . 7.3.2 Class 2 Perforations : Circular perforations shall be a minimum of 6.4 mm ('!, in .) and shall not exceed 9 .5 mm C/1 in .) in diameter. The width of slots shall not exceed 3.2 mm (1/1 in .). The length of slots shall not exceed 64 mm (2.5 in .) for 305 mm (12 in .) and 380 mm (15 in.) pipe and 77 mm (3 .0 in .) for 455 mm (18 in.) and larger pipe. Perforations shall be placed in the exter- nal valleys and uniformly spaced along the length and circumference of the pipe . The water inlet area shall be a minimum of 31.8 cm2/m ( 1.5 in . Wt) for pipe sizes 305 to 455 mm (12 to 18 in.) and 42.3 cm2/m (2 .0 in .Wt) for pipe sizes larger than 455 mm (18 in.). All measurements shall be made in accordance with Sec- tion 9 .6 .3. 7.4 Pipe Stiffness : The pipe shall have a minimum pipe stiffness at five percent deflection as follows when tested in accordance with Section 9 .1. Diameter Pipe Stiffness mm in . kPa ps i 305 mm 12 344 kPa 50 380 mm 15 289 kPa 42 455 mm 18 276 kPa 40 610 mm 24 235 kPa 34 760 mm 30 193 kPa 28 915 mm 36 152 kPa 22 L · ,..--, .:: ~:-:.: 618 SPECIFICATIONS FOR MATERIALS FIGURE 2 Requirements for Perforations TABLE I Rows of Perforations, Height "H" of the Centerline of the Uppennost Rows Abo ve the Invert , and Chord Length "L" of Unperforated Segment, for Class I Perforations Diamclcr Nominal Row s of H. Maximu m• L. mi nimum • mm in . Pcrfor ali ons" mm in. mm in . 305 l:! 6 13 8 5.5 192 7.7 380 15 6 184 6 .9 256 9 .6 455 18 6 207 8.3 288 11.5 610 and larger 24 and larger 8 (Cl (C) (C) (C) •4 Minimum numhc r of row~. A grea ter numhcr of rows for inc:rcasl.'t.I inkt area shall be subject to agreem ent hctwccn purl·ha scr and nrnnu fal·turcr. ' Sec Figure 2 for lot.:ation nf dimensions .. H .. an d "L." "H (ma x.)= OA6D : L (m in.)= 0 .6-ID . where D =nominal diameter of pipe . in ches or millimcters as appro pria te. 7.5 P ipe Flat1e11ing : There shall be no evidence of wall buckling, cracking, splitting. or delamination. when the pipe is tested in accordance with Section 9.2. 7.6 E11 vi ro11menta/ Stress Cracking : There shall be no cracking of the pipe when tested in accordance with Sec- tion 9.4. 7.7 Britlleness: Pipe specimens shall not crack or split when tested in accor- dance with Section 9 .3. Five non-failures out of six impacts will be acceptable . 7.8 Fitt in g Requirements: 7.8.1 The fittings shall not reduce or impair the overall integrity or function of the pipe line . 7.8.2 Common corrugated fittings include in -line joint fittings. such as cou- plings and reducers. and branch or com- plimentary assembly fittings such as tee s, wyes, and end caps. These fittings are installed by various methods, such as snap-on, screw-on, and wrap around. NOTE 2-0rily fittings supplied or recom - mended by the pipe manufacturer should be used . Joints are not intended to be watertight. Soil tightness is a function of opening size , channel length, and backfill particle size . A backfill material containing a high percentage of fine-graded so ils requires investigation for the specific type of joint to be used to guard against soil infiltration. Information regarding joint soil tightness criteria can be found in AASHTO Standard Specifications for High - way Bridges. Division II, Section 26 . 7.8.3 All fittings shall be within an overall length dimensional tolerance M 294 :!: 12 .7 mm (:!:0 .5 in .) of the manufactur- er's specified dimensions when mea- sured in accordance with Section 9.6.2. 7.8.4 Fittings shall not reduce the inside diameter of the pipe being joined by more than 12 .7 mm (0 .5 in .). Reducer fittings shall not reduce . the cross-sec- tional area of the small size. 7.8.S Couplings shall be corrugated to match the pipe corrugations and shall provide sufficient longitudinal strength to preserve pipe alignment and prevent separation at the joints. Couplings shall be bell and spigot, split collar, or screw- on collar. Split collar couplings shall en - gage at least two full corrugations on each pipe section and screw on collars shall be in width at least one-half the . nominal diameter of the pipe. 7.8.6 Pipe connections shall not sep- arate to create a gap exceeding 4 .8 mm (31 16 in .) when measured in a radial direc - tion between pipe and coupling, or be- tween tongue and groove portions of pipe , when tested according to Section 9 .5 .1. Fittings shall not crack or delaminate . 7.8.7 The design of the fittings shall be such that when connected with the pipe, the axis of the assembly will be level and true when tested in accordance with Section 9 .5 .2. 7.8.8 Other types of coupling bands - or fastening devices which are equally effective as those described, and which comply with the joint performance crite- ria of AASHTO Standard Specifica tions for Highway Bridges, Division II , Section 26, may be used when approved by the purchaser. 8. CONDITIONING 8.1 Conditioning: Condition the specimen prior to test at 21 to 25°C (70 to 77°F) for not less than 40 hours in accordance with Procedure A in ASTM D 618 for those tests where conditioning is required, and unless otherwise speci- fied. 8.2 Conditions : Conduct all tests at a laboratory temperature of 21 to 25°C (70 to 77°F) unless otherwise specified herein . 9. TEST METHODS 9.1 Pipe Stiffness: Select a minimum of three (3) pipe specimens and test for M 294 pipe stiffness (PS), as described in ASTM D 2412 except for the following : (I) the test specimens shall be a mini- mum of one diameter length; (2) locate the first specimen in the loading machine with an imaginary line connecting the two seams formed by the corrugation mold (end view) parallel to the loading plates, when ai:plicable . The specimen must lie flat on the plate within 3 .2 mm ('/8 in.) and may be straightened by hand bending at room temperature to accom- plish this. Use the first location as a reference point for rotation and testing of the other two specimens . Test each specimen in one position only ; (3) the deflection indicator shall be readable and accurate to ±0.03 mm (±0.001 in .); (4) the residual curvature found in tubing frequently results in an erratic initial load/deflection curve . When this occurs , project the lineal portion of the load/ deflection curve between 0 and 5 percent deflection until it intersects the deflection axis . The point shall be considered as the origin of the load deflection curve . NOTE :l-The parallel plate s must exceed the length of the test specime n as specifi ed abo ve. 9.2 Pipe Flattening : Flatten the three pipe specimens from Section 9 .1 until the vertical inside diameter is reduced by 20 percent. The rate of loading shall be the same as in Section 9 .1. Examine the specimen with the unaided eye for cracking, splitting, or delamination . Wall buckling is indicated by reverse curva- ture in the pipe wall accompanied by a decrease in load carrying ability of the pipe. 9.3 Brittleness: Test pipe specimens in accordance with ASTM D 2444 except six specimens shall be tested, or six im- pacts shall be made on one specimen . In the· latter case, successive impacts shall be separated by 120 ::!: 10 degrees for impacts made on one circle, or at least 0 .3 m (1 ft.) longitudinally for im - pacts made on one element. Impact points shall be at least 150 mm (6 in .) inches from the end of the specimen . Tup B shall be used, with a mass of 4 .54 kg (10 lb). The height of drop shall be 3.05 m (10 ft). Use a flat plate speci- men holder. Condition the specimens for 24 hours at a temperature of -3.9 ::!: 2°C (25 ::!: 3.6"F), and conduct all tests SPECIFICATIONS FOR MATERIALS within 60 seconds of removal from this atmosphere . If all tests on a specimen are not completed in 60 seconds from removal from the conditioning tempera- ture, immediately return the s pecimen to the conditioning environment for a minimum of 20 minutes before continu- ing the test. The center of the falling tup shall strike on a corrugation crown for all impacts . 9.4 Environmental Stress Cracking : Test sections of the pipe for environmen- tal stress cracking in accordance with ASTM D 1693, except for the follow- ing modifications : 9.4.1 Three (3) specimen s shall be tested . 9.4.2 Each specimen shall con s ist of a 90 degree arc length of pipe as shown in Figure I. 9.4.3 Bend the specimen s to s ho rten the inside chord length 20 ± 1 percent and retain in this position using a suitable holding device . Determine the ar c chord dimension (8) of the specimen under test as follows : B = 0 .8A where : A =· the inside chord dimensi on before bending B the same dimension taken after bending (see Figure I). 9.4.4 Place the bent specimen in a container of suitable size and co ver com- pletely with a preheated wetting agent at 50°C ::!: 2°C (122 ::!: 3.6°F). Maintain this temperature for 24 hours, and then re- move the sample and inspect immedi - ately. The wetting agent used in this test shall be 100 percent "Igepal C0-630," a trade name for nonylphenoxy poly(ethyl- eneoxy)ethanol. 9.5 Fittings : 9.5.1 Joint Integrity : Assemble each fitting or coupling to the appropriate pipe in accordance with the manufacturer's recommendations . Use pipe samples at least 305 mm ( 12 in .) in length . In the -:ase of tongue and groove connections, assemble a specimen at least 610 mm (24 in.) in length with the connection at the :enter. Load the connected pipe and fit- '.ing between parallel plates at the rate of 12.7 mm/min (0 .5 in./min.) per minute !Jntil the vertical inside diameter is re- juced by at least 20 percent of the nomi- 619 nal diameter of the pipe . Inspect for dam- age while at the specified deflection. and after load removal. Measure the maxi- mum radial distance between pipe and fittings, or between tongue and groove , duri.ng test and after load removal. 9.5.2 Alignment: Assure that the as- sembly or joint is correct and complete. If the pipe is bent, it should be straightened prior to performing this test. Lay the as - se mbly or joint on a flat surface and verify that it will accommodate straight-line flow. 9.6 Dimensions: 9.6.1 Inside Diameter: Measure the inside diameter of the pipe with a tapered plug in accordance with ASTM D 2122 . As an alternative, measure the inside di - ameter with a suitable device accurate to ± 3 mm(± 1/8 in .) on two sections . Take eig ht measurements equally spaced around the circumference of each section and average these sixteen measurements . The average inside diameter shall . meet the requirements of Section 7 .2 .2 . 9.6.2 Length : Measure pipe with an y s uitable device accurate to 0 .2 percent (2 mm/m) (0 .24 in./ft). Make all measure- ments on the pipe while it is stress-free and at rest on a flat surface in a straight line . 9.6.3 Perforations : Measure dimen- sions of perforations on a straight speci - men with no external forces applied . Make linear measurements with instru - ment s accurate to 0 .2 mm (0 .01 in .). 10. INSPECTION AND RETEST 10.1 Inspection : Inspection of the material shall be made as agreed upon by the purchaser and the seller as part of the purchase contract. 10.2 Retest and Rejection: If any failure to conform to these specifications occurs, the pipe or fittings may be re- tested to establish conformity in accor- dance with agreement between the pur- cha ser and seller .. Individual results, not averages, constitute failure . 11. MARKING 11.1 All pipe shall be clearly marked at intervals of no more than 3 m (10 ft) as follows: 11.1.1 Manufacturer's name or trademark. " I \ ' 0 0 620 11.1.2 Nominal size. 11.1.3 This specification designa- tion, AASHTO M 294 . 11.1.4 The plant designation code . 11.1.5 The date of manufacture or an appropriate code. 11.2 Fittings shall be marked with the designation number of this specifica- SPECIFICATIONS FOR MATERIALS tion, AASl-ITO M 294, and with the manufacturer's identification symbol. 12. QUALITY ASSURANCE 12.1 A manufacturer 's certificate that the product was manufactured, M 294 tested, and supplied in accordance with this specification, together with a report of the test results, and the date each test was completed, shall be furnished upon request. Each certification so furnished shall be signed by a person authorized by the manufacturer. AASHTO Provisional Standard Standard Specification for Corrugated Polyethylene Pipe 1050 and 1200 mm Diameter AASHTO Designation: l\1P6-95 First Edition - June 1996 This is the First Edition of the provisional standard (PS). It was developed and approved by the AASHTO Subcommittee on Materials (SCOM) for publication. After evaluation and trial, if the provisional standard produces changes, an amended version of the PS shall be published in the next edition. AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS 444 North Capitol Street, N.W., Suite 249 Washington, D.C. 20001 CCopyright, 1995, by the American Association of State Highway and Transportation Officials. Printed in the Uniled States of America. This document may not be reproduced without written permission of the pubUshen. Standard Specification for Corrugated Polyethylene Pipe, 1050 and 1200 mm Diameter AASHTO Designation: MP6-95 1 1. Scope 1.1 This specification covers the requirements and methods of tests for corrugated polyethylene (PE) pipe, couplings, and fittings for use in surface and subsurface drainage applications. Nominal sizes of 1050 and 1200 mm are included. Materials, workmanship, dimensions, pipe stiffness, environmental stress crack resistance, joining systems, brittleness, and fonn of markings are specified. 1.2 Corrugated polyethylene pipe is intended for surface and subsurface drainage applications where soil provides support to its flexible walls. Its major use is to collect or convey drainage water by open gravity flow, as culverts, storm drains, etc. Note 1 -When polyethylene pipe is to be used in locations where the ends may be exposed, consideration should be given to combustibility of the polyethylene and the deteriorating effects of prolonged exposure to ultraviolet radiation. 1.3 This specification does not include requirements for bedding, backfill, or earth cover load. Successful performarice of this product depends upon proper type of bedding and backfill, and care in installation. A structural design of corrugated polyethylene pipe and installation procedures are given in the AASHTO Standard Specification for Highway Bridges. Upon request of the user or engineer, the manufacturer shall provide profile wall section detail required for a full engineering evaluation. 2. Referenced Documents 2.1 ASTM Standards: 0618 Conditioning Plastics and Electrical Insulating Materials for Testing D883 Terms Relating to Plastics D 1693 Environmental Stress Cracking of Ethylene - Plastics D2 I 22 Detennining Dimensions of Thermoplastic Pipe and Fittings D24 I 2 Detennination of External Loading Characteristics of Plastic Pipe by Parallel- Plate Loading D2444 Impact Resistance of Thennoplastic Pipe and Fittings by Means of a Tup (Falling Weight) 03350 Standard Specification for Polyethylene Plastics Pipe and Fitting Materials F4 I 2 Tenns Relating to Plastic Piping Systems 2.2 AASHTO Standards : Standard Specification for Highway Bridges 3. Terminology 3.1 The tenninology used in this standard is in accordance with the definitions given in ASTM 0883 and ASTM F412 unless otherwise specified. 3.2 Crack -Any break or split that extends through the wall. 3.3 Crease -An irrecoverable indentation, generally associated with wall buckling. 3.4 Buckling -Any reverse curvature or deformation in the pipe wall that reduces the load carrying capability of the pipe. 3.5 Reworked Material -as defined for "reworked plastic (thennoplastic)" in ASTM 0883. 4. Classification -The corrugated polyethylene pipe covered by this specification is classified as follows: 4.1 Type C -Pipe having a full circular cross- section, with a corrugated surface both inside and 'This standard is based on limited research and usage by AASHTO me~ber states. MP6 6196 outside. Corrugations may be either annular or helical. 4 .2 Type CP -Type C pipe with perforations . Note 2 -Two classes of perforations are described in Section 7.3. 4 .3 Type S -Pipe having a full circular cross- section with ·an outer corrugated pipe wall and a smooth interior. Corrugations may be either annular or helical. 4.4 Type SP -Type S pipe with perforations (Note 2). 4.5 Type D -Pipe having an essentially smooth waterway braced circumferentially or spirally with projections or ribs joined to an essentially smooth outer wall. Both walls are fused to, or continuous with, the internal supports . 5. Ordering Information -Orders using this specification shall include the following information as necessary to adequately describe the desired product: - 5.1 AASHTO designation and year of issue, 5.2 Type of pipe (see Section 4), 5.3 Diameter and length required, either total length or length of each piece and number of pieces, 5.4 Number of couplings, 5.5 Class of perforations (Class 2 is furnished if not specified) (see Section 7.3), and 5 .6 Certification, if desired (see Section 12.1 ). 6. Materials 6 .1 Extruded Pipe and Blow Molded Fittings - Extruded pipe and blow molded fittings shall be made of virgin · PE compounds which conform with the requirements of cell class 324420C as defined and described in ASTM 03350, · except that the carbon black content shall not exceed S percent. Compounds that have higher cell classifications in one or more properties are acceptable provided product requirements are met. MP6 2 6 .2 Rotational Molded Fittings -Rotational molded fittings shall be made of virgin PE compounds which conform with the requirements of cell class 2 I 3320C as defined and described in ASTM D3350, except that the carbon black content shall not exceed S percent. Compounds that have higher cell classifications in one or more properties are acceptable provided product requirements are-met. 6 .3 Reworked Material -In lieu of virgin PE, clean reworked material from the manufacturer's own PE pipe production may be used, provided that it meets the cell class requirements as described in Sections 6 .1 and 6.2. 7. Requirements 7 .1 Workmanship (visible defects) -The pipe and fittings shall be free of foreign inclusions, cracks, creases and unpigmented or nouniformly pigmented pipe , The ends of the pipe shall be cut squarely and cleanly so as not to adversely affect joining or connecting. 7.1.1 For Type S pipe, the inner wall shall be fused to the outer corrugated wall at all internal corrugation crests. 7 .1.2 For Type D pipe, both walls shall be fused to, or continuous with, the internal supports. 7 .2 Pipe Dimensions 7 .2.1 Nominal Size -The nominal size for the pipe and fittings is based on the nominal inside diameter of the pipe. Nominal diameters shall be I 050 and 1200 mm. 7.2.2 Wall Thickness -The inner wall of 1050-and 1200-mm, Type S pipe, and both inner and outer walls of 1050-and 1200-mm, Type D pipe, shall have a minimum thickness of 1.8 mm, when measured in accordance with Section 9.6.4 . 7 .2.3 Inside Diameter Tolerances -The tolerance on the specified inside diameter shall be 4.5 percent oversize and 1.5 percent undersize, but not more than 30 mm oversize when measured in accordance with Section 9.6.1. 7.2.4 Length -Corrugated PE. pipe may be sold in any length agreeable to the user. Lengths shall not be less than 99 percent of the stated quantity when measured in accordance with Section 9.6.2. 6196 7.3 Perforations -When perforated pipe is specified, the perforations shall confonn to the requirements of Class 2, unless otherwise specified in the order. Class 1 perforations are for pipe intended to be used for subsurface drainage or combination storm and underdrain. Class 2 perforations are for pipe intended to be used for subsurface drainage only. The perforations shall be cleanly cut so as not to restrict the inflow of water. Pipe connected · by couplings or bands may be unperforated within 100 mm of each end of each length of pipe. 7 .3.1 Class I Perforations -Class 1 perforations shall be approximately circular, shall be a minimum of 5 mm and shall not exceed I 0 mm in diameter, and shall be arranged in rows parallel to the axis of the pipe. The perforations shall be located in the external valleys with perforations in each row for each corrugation. The rows of perforations shall be arranged in two equal groups placed symmetrically on either side of the lower unperforated segment corresponding to the flow line of the pipe . The spacing of the rows shall be uniform . The distance between the center line of the rows shall not be less than 25 mm. There shall be at least 8 longitudinal rows of perforations. A greater number of perforation rows, for increased inlet area, shall be subject to agreement between purchaser and manufacturer. The maximum height of the center lines of the uppermost rows of perforations above the bottom of the invert (H), as illustrated in Figure 1, shall be 0.46 times the pipe diameter. The inside chord lengths of the unperforated segments (L), as illustrated in Figure I shall be 0.64 times the pipe diameter. Note· 3 -The number of perforations in each row (and inlet area) is dependent on the corrugation pitch. 7 .3.2 Class 2 Perforations -Circular perforations shall be a minimum of 5 mm and shall not exceed 10 mm in diameter. The width of slots shall not exceed 3 mm. The length of slots shall not exceed 75 mm . Perforations shall be placed in the external valleys and uniformly spaced along the length and circumference of the pipe. The water inlet area shall be a minimum of 40 cm 2/m. All measurements shall be made in accordance with Section 9.6.3 . 7.4 Pipe Stiffness -When tested in accordance with Section 9 .1, at five percent deflection, 1050-mm diameter pipe shall have a minimum stiffuess of 140 Nim/mm and 1200-mm diameter pipe shall have a MP6 3 minimum stiffuess of 125 N/m/mm. 7.5 Pipe Flattening -There shall be no evidence of wall buckling, cracking, splitting, or delamination, when the pipe is tested in accordance with Section 9 .2. 7.6 Environmental Stress Cracking -There shall be no cracking of the pipe when tested in accordance with Section 9.4 . 7.7 Brittleness -Pipe specimens shall not crack or split when tested in accordance with Section 9.3. Five non-failures out of six impacts are acceptable. 7 .8 Fittings Requirements 7 .8 .1 Fittings shall not reduce or impair the overall integrity or function of the pipe line. Note 4 -Common corrugated fittings include in-line joint fittings, such as couplings and reducers, and branch or complimentary assembly fittings such as tees, wyes, and end caps. These fittings are installed by various methods. 7.8.2 Only fittings supplied or recommended by the pipe manufacturer should be used , however, fabricated fittings made from pipe meeting the requirements of the pipe specification are acceptable providing that' the joints are adequately lapped or reinforced. Note 5 -Joints are not intended to be watertight. Soil tightness is a function of opening size, channel length, and backfill particle size . A backfill material containing a high percentage of fine-graded soils requires investigation for the specific type of joint to be used to guard against soil infiltration. Information regarding joint soil tightness criteria can be found in AASHTO Standard Specifications for Highway Bridges, Division II, Section 26 "Metal Culverts". 7 .8.3 All fittings shall be within an overall length dimensiona.I tolerance ± 12 mm of the manufacturer's specified dimensions when measured in accprdance with Section 9.6 .2. 7 .8.4 Fittings shall not reduce the inside diameter of the pipe being jointed by more than 12 'mm. Reducer fittings shall not reduce the cross-sectional area of the small size. 6196 ..., I 0 7.8.5 Couplings shall be corrugated to match the pipe corrugations and shall provide sufficient longitudinal strength to preserve pipe alignment and prevent separation at the joints. Couplings shall be bell and spigot or split coupling. Split couplings shall engage at least two full .corrugations on each pipe section . 7.8 .6 Pipe connections shall not separate to create a gap exceeding 5 mm when measured in a radial direction between pipe and coupling, or between bell and spigot portions of pipe, when tested according to Section 9 .5 .1. · Fittings shall not crack or delaminate. 7 .8 .7 The design of the fittings shall be such that when connected with the pipe, the axis of the assembly will be level and true when tested in accordance with Section 9.5.2. 7 .8 .8 Other types of coupling bands or fastening devices which are equally effective as those described, and which comply with the . joint performance criteria of AASHTO Standard Specificat ion for Highway Bridges, Division II , Section 26, may be used when approved by the purchaser. 8. Conditioning -Condit ion specimens prior to test at 21 to 25°C for not less than 40 hours in accordance with Procedure A in ASTM 0618 for those tests where conditioning is required, and unless otherwise specified . Conduct all tests at a laboratory temperature of 21 to 25°C unless oth erwise specified. 9. Test Methods for Pipe 9 .1 Stiffness Test -Select a minimum of three (3) pi pe specimens and test for pipe stiffness (PS), as described in ASTM 02412 except for the following : 9 . I.I The test specimens shall be a minimum of one diameter length . The parallel plates shall exceed the length of the test specimen . 9 .1.2 Locate the first specimen in the loading machine with an imaginary line connecting the two seams formed by the corrugation mold (end view) parallel to the loading plates, when applicable. The specimen shall lie flat on the plate within 3 mm and may be straightened by hand bending at room MP6 4 temperature to accomplish this. Use the first location as a reference point for rotation and testing of the other two specimens. Rotate subsequent specimens 45 and 90 degrees respectively from the original orientation. Test each specimen in one position only. 9.1.3 The deflection indicator shall be readable and accurate to ± 0.02 mm . 9.1.4 The residual curvature found in pipe frequently results in an erratic initial load/deflection curve between 0 and 5 percent deflection until it intersects the deflection axis. The point shall be considered as the origin of the load deflection curve. 9.2 Pipe Flattening Test -Flatten the three pipe specimens from Section 9.1 until the vertical insid e diameter is reduced by 20 percent. The rate of loading shall be the same as in Sect ion 9 . I. Examine the specimen with the unaided eye for cracking, splitting, or delamination . Wall buckling is indicated by reverse curvature in the p ipe wall accompanied by a decrease in load carrying ability of the pipe . 9 .3 Brittleness Test -Test pipe spec imens in accordance with ASTM 02444 except six specimens shall be tested, or s ix impacts shall be made on one specimen. In the latter case, successive impacts shall be separated by 120 ± 10 degrees for impacts made on one circle and at least 300 mm apart measured along the surface from' any preceding impact. Impact points shall be at least 150 mm from the end of the specimen. Tup B shall be used , with a mass of 4.5 kg. The height of drop shall be 3 .0 m. Use a flat plate specimen holder. Condition the specimens for 24 hours at a temperature of -4 ± 2°C and conduct all tests w ithin 60 seconds of removal from th is atmosphere. The center of the falling tup shall strike on a corrugation crown for all impacts . 9.4 Environmental Stress Cracking Test -Test sections of the pipe for environmental stress cracking in accordance with ASTM 01693 , except for the following modifications: 9.4 . I Three (3) specimens shall be tested . 9.4 .2 Each specimen shall consist of a 90 degree arc length of pipe as shown in Figure 2 . 9.4.3 Bend the specimens to shorten the inside chord length 20 ± I percent and retain in this 6196 position using a suitable holding device. Determine the arc chord dimension (B) of the specimen under test as follows: B = 0.8A where: A = the inside chord dimension before bending B = the same dimension taken after bending (See Figure 2) 9.4.4 Place the bent specimen in a container of suitable size and cover completely with a preheated wetting agent at 50 ± 2°C. Maintain this temperature for 24 hours, and then remove the sample and inspect immediately. The wetting agent used in this test shall be l 00 percent "lgepal C0- 630", a trade name for nonylphenoxy poly ( ethyleneoxy) ethanol. 9 .5 Fittings 9.5 .l Joint Integrity -Assemble each fitting or coupling to the appropriate pipe in accordance with the manufacturer's recommendations. Use pipe samples at least 300 mm in length . Assemble a specimen at least 600 mm in length with the connection at the center. Load the connected pipe and fitting between parallel plates at the rate of 12.5 mm per minute until the vertical inside diameter is reduced by a least 20 percent of the nominal diameter of the pipe . Inspect for damage while at the specified deflection, and after load removal. Measure the maximum radial distance between pipe and fittings, or between bell and spigot, during test and after load removal. 9 .5 .2 Alignment -Assure that the assembly or joint is correct and complete. If the pipe is bent, it should be straightened prior to performing this test. Lay the assembly or joint on a flat surface and verify that it will accommodate straight-line flow. 9 .6 Determining Pipe Dimensions 9.6 .1 Inside Diameter -Measure the inside diameter of the pipe with a tapered plug in accordance with ASTM D2122 . As an alternative, measure the inside diameter with a suitable device accurate to ± 3.0 mm on two sections. Take eight measurements equally spaced around the circumference of each section and average these sixteen measurements. The average inside diameter shall meet the requirements of Section 7.2.3. 9.6.2 Length -Measure pipe with any suitable device accurate to ± 6.0 mm in 3 m (0.2 percent). MP6 5 Make all measurements on the pipe while it is stress-free and at rest on a flat surface in a straight line. 9 .6 .3 Perforations -Measure dimensions of perforations on a straight specimen with no external forces applied . Make linear measurements with instruments accurate to 0.2 mm. 9.6.4 Wall Thickness -Measure the wall thickness in accordance with ASTM 02122. 10. Inspection and Retest l 0.1 Inspection -Inspection of the material shall be made as agreed upon by the purchaser and the seller as part of the purchase contract. I 0.2 Retest and Rejection: If any failure to conform to these specification occurs, the pipe or fittings may be retested to establish conformity in accordance with agreement between the purchaser and seller. Individual results, not averages, constitute failure . 11. Marking 11.1 All pipe shall be clearly marked at intervals of no more than 3 m with the following: 11.1. l the manufacturer's name or trademark, 11.1 .2 the nominal size, 11 .1.3 this specification designation, AASHTO MP6-96, 11.1.4 the plant designation code and the date of manufacture or an appropriate code. 11 .2 Fittings shall be marked with the designation number of this specification, AASHTO MP6-96, and with the manufacturer's identification symbol. 12. Quality Assurance - A manufacturer's certificate that the product was manufactured, tested, and supplied in accordance with this specification, together with a report of the test results, and the date each test was completed, shall be furnished upon request. Each certification so furnished shall be ·signed by a person authorized by the manufacturer. 6196 ol ~ I L I MP6 t I __ ....._._~ FIGURF.1 Requirements for Perforations -----~ /;::=> _.._ ______ ~ Cross Section FIGURE Z. Specimen Configuration for Environmental Stress Crackinj.! 6 6196 ( C. UNLOADING AND HANDLING 1. Follow all OSHA safety requirements . 2. When the truck load of pipe is initia ll y received, it should be inspected for dam- age and quantities should be verified with shipping papers . Any damage or dis- crepancies should be noted on the delivery receipt and the supplier noti fied. ADS pipe is designed to withstand normal field handling and ca n be easily un- loaded by hand or with equipment. To avoid damage, the pipe should not be dropped. When using equipment to unload or move the pipe, a fork extension can be used. Wh en unloading by hand, glo ves should be worn. 3. Do not use chains or wire rope to lift the pipe . Use ny lon sl ings and do not pick up 20 foot sticks from only one place on pipe. 4. Weight (no coupling): 3300 RIVERSIDE DRIVE COLUMBUS, OH 43221 (614) 457-3051 http://www.ADS-plpe.com TRENCHING An excellent reference for trenching practice and bedding material s is ASTM 02321 . . I. The trench must be wide enough to accommodate compaction equipment. See table below : 2. Excessive groundwater necessitates dewatering. N-12 pipe will float in stand in g water, requiring immediate haunching and ini- tial backfill to hold line and grade . 3. An unstable tr ench bottom must be stabilized at the engineer's direction . In such cases install special foundation and beddin g materials in 6 inch layers and compact. Ex cava tion from 0 to 12 inches below the pipe should be filled with acceptable bedding material and compacted to a mini- mum 90 percent Proctor density. Fill areas of over-excavation beyond 12 in ches w ith processed stone or gravel. 4. Before ins talling pipe, bring bedding material to grade al ong the entire lengt h of the pipe. For a 42" and 48" pipe, a sha ll ow (1 ") "bell hole" should be dug so the pipe is fully supported. 5. When exca vatin g in C lass IV materials (si lt, si lty clays , and clays), provid e a uniform, improved trench bottom . FIELD CUTTING 1. Use a handsaw or power pipe c utoff saw. 2. Cut in the valley of a corrugation. Do not cut into the side wall of an annular corrugation. For pipe with externa l spiral corrugations, place a split coupling around it and use th e coupling edge as a cutting guide . 3. It is not necessary to bevel the cut pipe edge prior to installing our a-ring gasket joint system (Series 35). 4. Skew or bevel cut ends should be reinforced with concrete slope-collars, headwalls, or mortared rip-rap. 5. If pipe is to b e air tested, plug the vent hole to prevent false air test results. TRENCH CROSS SECTION ASTM D-2321 ~Init ial Backfill Haunchi ng } Bedding (4"-6") EMBEOMENT MATERIAL } Foundation (may not be required) ( c ( ( LAYING AND JOINING N-12 PIPE: Split couplings (This joint system is used where a soil-tight system is required.) I. N -12 pipe can be easily carried to the trench and in sizes be- low 24 inches, installed by hand without the use of special equipment. This allows equipment to continue digging without costly interruptions. However, we do not recommend droppin g the pipe into the trench. 2. Split couplings are used on pipe up through 36". The sides of these split couplings are "hinged" so they eas ily open up to accept each end of adjacent pipe sections. There are matching hol es at the split in the top of the coupling th at are secured for a tight fit with nylon ties . 3. N-12 pipe is very easy to install, but there is one "technique" to know about if the pipe has external spiral corruga- tions. There are paint marks on each end of each 20 foot piece. After placing the pipe ends in the coupling, twist or rotate the pipe until the paint marks are opposite each other. This will make any gap between sections smaller. Then close and ti ghten coupling. LAYING AND JOINING N-12 PIPE: 0-Ring joints (Pro-Link Series) and 42" & 48" w/integral bell and spigot joint (These joint systems are available in soil-tight (ST) and water-tight (WT) systems.) I. Thoroughly clean the bel I and spigot ends, making sure they are free of mud and grit. If the gasket has been removed, make sure the gasket seat is clean . Reinstall the gasket by stretching it over the spigot end and nesting it into the seat, with marking toward the coupling. Remove 30"-48" shrink-wrap from gasket. Remove shipping collars prior to placing pipe in trench . 2. Use a johnny mop or brush to apply a liberal amount of gasket lube to the gasket and to swab the inside of the bell. Take care to lube the chamfered (leading) edge of the bell ("WT" joint). The "S T" joint system is a lubeless, stab joint. Simply align coupling with cleats at 2, 5, 7, and 10 o'clock positions and insert pipe until cleats "click" twice. 3. Align the joint and push the spigot home . Use a bar and wood block on large r diameters when necessary, making sure th e block protects the pipe end from the bar. When pushin g the joint home, make sure the bedding material is not pulled into the bell by the spigot. Material such as small stones or sand pulled into the bell as the pipe is stabbed can cause l ea ks. 4 . Integral bell pipe should be laid with the green stripe up . Home mark stickers are provided to prevent over insertion . CURVILINEAR INSTALLATION N-12 pipe can be laid on a curved alignment but is actually a series of tangents (straight sections) deflected horizontally at each joint. Note: Co nsult your ADS representative for water-tight curv ilinear instal lations. EMBEDMENT FOR BEDDING, HAUNCHING, AND INITIAL BACKFILL (S ee ASTM D -2 321 for comp lete reference) Embedment materials Embedment materials are those used for bedding, haunching, and initial backfill . ASTM D-2321 classifies soil materials as: Class I Angular crushed storie or rock, dense or open-graded , with littl e or no fines (1/. inch to 11/i inches in size). Class II Clean, co arse -grained materials, such as grave l, coarse sands, and gravel/sand mi xtures (1 1/, inches in size). Class Ill Coarse-grained materials with fines including silty or clayey grav - els or sands. Gravel or sand must comprise more than 50 p erce nt of Class Ill materials (1 1/, inches maximum size). Class IV Fine-grained material s, such as fine sand and soils, conta ining 50 percent or more clay or silt. Soils classified as Class IVa (ML or CU have medium to low plasticity and are not recommended in the embedment zone. Soils classified as Class IVb (MH or CH) have high plasticity and are not recommended for embedment materials. Class V Theses materials include organic silts and clays, peat, and other organic material s. They are not recommended for embedment material s. Note: Do not place lumps of frozen soil or ice in the embedment zone . ASTM D-2321 * J Initial Backfill Haunching EMBEO MENT MATERIAL } Bedding (4 "-6") } Foundation (may no t be required) TRENCH CROSS SECTION Bedding The bedding material provides uniform support to hold the pipe on line and grade . A 4 inch compacted bedding thick- ness is usually adequate. Bedding materials under pipe can be Class I, II , or Ill and sho uld be firm but not hard. *This specification is a guide and is not a substitute for local agency/designer standards Haunching Proper haunching provides a major portion of the pipe's strength and stability. Poor workmanship will lead to excessive pipe deflection and grade and alignment prob- lem s. Haunching materials can be Class I, 11, or Ill, and must be compacted to mini- mum 90 percent standard Proctor. Haunching Guide 1. Work enough material under the haunch of the pipe to provide prop er compaction and side support. 2. Where trench walls are unstable, prevent loss of side support by controlling slough- ing, etc. 3. Don't let the pipe move when placing material under the haunch of the pipe. 4. Take care not to damage the smaller size pipe with shovels or tamping equipment. 5. Haunching shou ld be in 6 inch lifts . 6. Controlled low st ren gth material (CLSM) slurry is suitable for embedment. Trench width may be narrower if allowed by the engineer. Prevent floatin g with stakes or other meth ods. Initial Backfill Initi al backfill materials extend from the springline to 6 inches to 12 inches above the pipe to provid e the remainder of the pipe support and protect the pipe from stones or cobbles in the fin al backfill . Class I, II , Ill or low plasticity Class IV mate- rials may be used . However: Class I materials must be used in wet trenches if Class I bedding and haunching materials are used . Class II materials must be compacted in 6 inch lifts to 90 percent standard Proctor density. Class Ill materials must be compacted in 6 inch lifts to 90 percent standard Proctor density. See note. Class IVa low plasticity materials (CL-ML) are not recommended since they must be compacted in thin lifts while they are at or near optimum moisture content to provide proper pipe support. These materials may be used only under th e direction of the Engineer. High plasticity clays and silts (Class IVb) and all Class V materials are not recom- mended for initial backfill . Note: Flooding or jetting as a procedure for compaction should only be used with the Engineer's approval and never with initial backfill material such as aggregate base. ( ( ( MANHOLE CONNECTIONS (Sanitary Sewer and/or air tested installation) I. ADS HOPE manholes : Use standard connect ion or adaptors as recommended by ADS. 2. Concrete manholes : At manholes, flexible manhole connections, like rubber boots , A-Loks, etc. are recommended. With rubber boot manhole connectors, use an "A-Lok" sized for SDR-35 PVC pipe. Insert an ADS N-12/SDR-35 adaptor into the "A-Lok." · 3. If the N-12 pipe is run straight through a poured-in-place manhole, place an ADS joint gasket in a pipe corrugat ion at the approx im ate ce nter of each manhole wall , to act as a water-stop . MANHOLE CONNECTIONS (Storm/Culvert) 1. ADS HOPE manholes: Couple the N-12 pipe to the N-12 pipe stubs on the manhole with split couplings. 2. Concrete manholes: Grout the N-12 pipe into the manhole wall using non -shrink grout. CONSTRUCTION LOADS 1. ADS N-12 pipe is designed to carry H-20 live loads (32,000lb axle -legal load) with 12 inches of cover. This assumes well- compacted embedment. 2. During construction, avoid heavy equipment wheel load s over the pipe or place additional cover at vehicle crossings . If a hydro-hammer or hoe-pak is to be used to compact the trench at least 48 inches of cover must be provided. 3. When connections to structures, laterals, deep laterals, risers, or drop manholes are required, the installation must be de - signed to ensure that the pipe and fittings are not damaged by _ loads generated due to soil settlement, dragdown, and/or poor installation practices. Generally, as depths increase and/or em - bedment quality declines, additional attention must be given to these load s to ensure a satisfactory installation. 4. When removing sheeting or other trench protection, don't disturb the embedment material. If sheeting or trench protection must be used below the top of the pipe, consider leaving it in place so as not to jeopardize side sup port for the pipe. REPAIRS -N -12 CULVERT AND STORM SEWER PIPE (SPLIT COUPLING JOINT SYSTEM) 1. If the damage is a hole or crack in the corrugated wall only, and is les s than one-quarter the pipe diameter in area and the pipe is not under pavement, clean the pipe and center a split coupling over the damaged area and secure snugly with nylon ties. 2 .. If the damage exceeds the above criteria or if the pipe is under pavement, cut out the damaged pipe, cut a replace- ment_piece to fit, l ay a split coupling under each exposed end, place the new pipe section in the trench and secure the couplings. NOTE : The above are guidelines. The final repair deci sion should be determined by the project engineer. REPAIRS -N-12 "PRO-LINK" WT OR ST JOINT SYSTEM Cut out the damaged section. Cut a replacement piece. Clean the first corrugation of the remaining pipe ends and insert a lubricated o-ring gasket in the two end corrugatiqns . Slide an ADS repair coupling onto each end back beyond the joint. Place the replacement pipe in the trench and slide each repair coupling forward until centered over each cut end . Other methods may be suitable. Consult your local ADS sales engineer. TESTING THE INSTALLED N -1 2 SANITARY SEWER PIPE 1 1. Leaka ge test -whe n required ,- After th e pipe ha s bee n laid and ba c kfill ed, eac h sec tion of p i pe line betwee n manholes m ay be tested by a low (._. press ure a ir test or a w ater infiltration or ex fi l tration test. A ll caps and e nd plugs shou ld be b l ocked by a stake or other mean s prior to air tes ti ng. T h i s wi ll preve nt d i slod g in g of t he end cap or plug and prevent failure of th e air test. Air tes tin g c r i te ria i s u p to th e e ngi nee r but i s ty pi ca ll y at 4-5 p .s .i . w ith an allowabl e drop o ve r a desi g nated time. 2 . D efl ec ti o n test - w hen required An odd-l eg m a nd re l (go-no-go) i s pull ed thro ug h t he in sta ll ed pi pe. We reco mmend an i n i ti al a llowan ce of 5 perce nt , pe r tabl e be low ; tes t i ng to be do ne w ithin 10 d ay s of in sta ll ati o n . ' Tests o n storm dra in pi pes a re norma ll y not requi re d . Th e suggestio ns co ntai ned herein are based o n o ur ex peri ence and o bse rv ation s. Th ey are not i nte nd ed to repl ace proj ect spec ificati on s prepared by qua lified engin ee rs. Insta ll ati o n practices encoun te red throu ghout the co un try are many and va r ied . Th ose desc ri bed here are co nsi dered so un d, alt hough it is recogn ize d th at t here may be other eq ual ly sat isfac to ry meth ods. Tec hn ical da ta p rese nted are co n sid ered rel iab le, but no guarantee is made or l iab ility ass umed. ----------lllllSI 6 ADVANC ED DRAIN AG E S Y STEMS, INC . ( ( ,. ···~ i \ \.. __ _; e n y ormwa er ra1nage 1pe at Practically Joins Itself iilHant:or, =;//// SureLokM A Self-Locking Hi-Q"'Pipe System , Perfect Performance and Value Solution Analyzing the total cost of a stormwater drainage system goes beyond the consideration of initial material costs. Factors such as faster installation. reduced labor, de- creased equipment needs, lower maintenance costs and long~r service life can contribute to a superior. more- economical total system. When all of these things are considered, Hi-Q ® Sure -Lok™ pipe has been proven to save owners and contractors hundreds -sometime s thousands -of dollars per day. • Faster installation rates mean less labor and greater cost savings . • Superior joint integrity means reliable, long -te rm system performance . • Lightweight high density polyethylene pipe is easy to handle, reducing equipment -needs and lowering costs . • Durable polyethylene resists corrosion and abrasion. extending the pipe's service life. Installation Cost Comparison Installation rate ;,, ft . I day (m I day }_, Installation rate ft . I hr. (m I hr) Hours to install 450 ft . (1 ~7 m) Labor and equipment HOPE RCP -2_80 (85) 56 .25 (17) 46.25 (14) 35 .00 (11) . : -:~ . ~~f.~~.~ ~ ~. 8.0 ; ·. 9.7 ..-1 2:9 cost($/ hr.) $200* $225 $225 Total installation cost -. 450ft(137 m) of 24; (600 ~) Save $1,300 per day with Hi-Q Sure-Lok pipe compared to RCP Our comparison assumes: -the HOPE pipe with couplers installs approximately 30% taster than RCP -contractors can install four more joints per day using Hi-0 Sure -Lok pipe versus HOPE pipe with couplers -an 8-hour workday -a burial depth of 4' (1.3 m) -the price of the pipe itself is not included 'Th is hourly cost tor Hi-0 Sure-Lok pipe is $25 fess to reflect the use of one fess laborer Faster, Easier Installations Manufactured from high density polyethylene, lightweight Hi -Q Sure-Lok pipe can be safely and conveniently stock- piled and handled with light-duty equipment. Its beam strength makes it easy to maintain line and grade, even on shallow slopes. The product 's gasketed, integral-bell design assures secure, easy-to-align connections with no special tools required . • Lightweight pipe can be easily handled with light-duty equipment. • Corrugated polyethylene pipe's light weight makes it safe r to handle and helps reduce accidents on the job site. • 20' (6 m) lengths mean faster installation and fewer joints than similar installations with 8' (2.4 m) concrete pipe. • Gasketed pipe connections eliminate the need for glue. split couplers and wire ties, speeding up installation. • Reliable. self-aligning joints quickly and securely lock together. Engineered Strength Hi-Q® Sure-Lok™ pipe is designed with a corrugated exterior and smooth interior for optimal strength . Backfilled with the same material required for any typical draina ge instal la tion, Hi -Q Sure - Lok pipe can with sta nd highway traffic loads with just 1' (0.3 m) of cover and deep fills up to 20' (6 m) or more . In addition , Hancor area eng ineers and app lication engineers can prov ide backfill re commen dation s to permit even deeper buria ls. • Withsta nds highway traffic loads with only 1' (0 .3 m) of cover. • Strong enough to wi thstand fills up to 20' (6 m) deep or more . • Backfill requirements for Hi-Q Sure-Lok are the same as for other quality pipe installations. Superior Hydraulics Super io~ hydraulics mean you can often dow nsize your piping netw ork from wha t is required for oth er materials. Hi -Q Sure- Lo k pi pe offers 30 % to 50% more capac ity tha n corrugated steel. aluminu m or reinforced concre te pipe. Ind epe ndent lab oratory testi ng has ce monstrated a conserva- tive design Manning 's "n" value of 0.010 . • Improv es long-term hydraulic efficiency. • Won't snag debris or encourage sediment even on shallow grades. • Pipe systems ca n be downsized. reducing material and installation costs . Excellent Durability High density polyethylene (HOPE ) pipe has proven itself to be one of the most durable mater ials available for stormwater drainage products . HOP E resists aggress ive chemicals such as road salts, mo to r oi ls and fuels. Hi -Q Sure -Lok pipe won't rust, deteriorate or crumble. HOPE is over three times as abrasion-resi stant as concrete and steel, and exceeds aluminum's abrasion resistance by a factor of 10. • Resists aggress ive chemicals suc h as road salts, motor oils and fuels . • Unaffected by ext remes in pH . • Withstands repeated free ze-tr.aw cycles and continuous subzero tempera tc:r es. • Won't rust. deteriorate or crum ble . • Highly abra sion-resista nt. RELATIVE ABRASION RESISTANCE Polyethylene Concrete Steel Aluminum Unique Integral-Bell Design Eliminates Need tor Glue, Couplers & Wire Ties Hi -Q® Sure -Lok™ pipe is faster and easier to install because of its gasketed, integral-bell joining system. The bell on ea ch pipe ha s four self-locking cleats that. when assembled. secure ly grip the · corrugated outer wall of the adjoining pipe . Thi s patented joinin g system assures joint alignment and improved reliab ility. and elim inates the need for glue. split couplers or wire ties. Hi-Q Sure-Lok Hi-Q Sure-Lok Features Benefits Self-l ocking cleats . Gasketed design Integral-bell design • Assure secure. reliable joint alignment. • Provide pull-apart resistance. • Enhance longitudinal strength . • Provides superiorjoint in tegrity I Offers silt-tight or;watertight . · performance . · · . .... . • Allows installation 60% faster than RCP. • El imina tes wasted time looking for loose parts such as couplers or wire ties . • Offers over $1.000/day average savings on equipment and labor. !:~,sffiooth ·lnterior pipe .. • lmprov~hydrau1lc::efficiency:1 -~· .• ~·. • W ith~n ds wea r~e.rasion,._more than 3 times ·bette r th~~. RCP.-, · Corrugated exter ior Two product options . ,. .. -• ~· ·.· .. . il -;•1, ... . -./"' • Bears highway tr affi c loads with on ly 1' (0.3 m) of cove r. • Offers strength to with stand fills up to 20 ' (6 m) deep or more. • Provide two levels of performan ce 'and valu ~ !9 r speCJfl.t appli~tl?ns . I Allow selection of.best pro duct to meet installation and performan ce require_ments . Stormwater Drainage Solutions to Meet Any Performance Requirements Stormwater drainage syste ms are being subjected to increasingly tighter regulations. The industry is demand ing lower-cost sol utions but r efuses to sacrifice performance and reliabi lity. Hancor's Hi-Q Sure -Lok pipe specifically answers these needs . There are two Hi -Q Sure-Lo k prod ucts to meet silt-tight and wa tertight requireme nts. Both products are designed to deliver excellent value and per formance at an economical pric e. Hi-Q Sure-Lok Pipe Hi-Q Sure-Lok 10.8 Pipe • Pro vides superior watertight performa nc e. •Meets ASTM 03212 [10 .8 psi (74 kPa) for 10 minutes with no leakage]. • Includes self-locking cleats for quick. cost-saving installations. • Offers reliable performance to meet tighter requirements and when 4.0 psi (27 kPa) field pressure test is specified . Specifications for Hi-D®Sure-Lok™ Pipe Systems Hi·Q ® Sure-Lok™ Pipe SPECIFICATI ONS Sc ope This specific ation describe s 12-to 30-inch (300 to 750 mm) Hancor Hi-Q Sure-Lok pipe for us e in nonpressure storm sewer applicatio ns. Pipe Req uire ments Hi-Q Sure-Lok pipe shal l meet the req uirem ents of AA SHTO M294 Type S. Mann in g's "n" value for use in design shal l not exceed 0.010. Joi nt Perfo rmance Pipe shall be joined with the Sure-Lok (bell-and-spigot) jo int and shall provide a minimum pul l-apart strength of 400 lbs . (1780 N). The bell shal l be an integral part of the pipe . The joint shall use a gasket to form a silt-tight connection. Ga skets shall be installed in the bell by the pipe manufacturer. Joints shall remain silt -tight when subjected to a 1.5' axial misalignment. Fitti ng s Fittings shal l conform to AASHTO M294 . Fabricat ed fittings shall be welde d on th e interio r and exterior at all ju nctions . Mat eri al Prope rti es Pipe and fitting materia l shall be high-density polyethy lene meeti ng th e requirements of ASTM 03350 Cell Classification 324420C . Ins tallati on Installation shall be in accordance with ASTM 02321 with the exception that minimum cover in traff icked areas shall be one foot (0.3 m). Hi·Q ® Sure-Lok™ 10 .8 Pipe SPECIFICATIONS Scop e This specification describes 12-to 24 -i nc h (30 0 to 600 mm) Hancor Hi-Q Sure -Lo k 10 .8 pipe for use in non pres sur e storm sewer applications. Pip e Requ irements Hi -0® Sur e-Lok 10 .8 pip e shal l meet th e requirements of AA SHTO M294 Type S. Manning 's "n" va lue for use in design shall not exceed 0.010 . Joint Pe rf ormance Pipe shall be joined with the Sure-Lok (bell-and-spigot) jo int and shall provide a minimum pull-apa rt strength of 400 lbs. (1780 N). The bell shall be an integra l part of the pipe . The jo int shall be watertight according to the re quirem ent s of ASTM 03212 . Gaskets shall be made of polyisoprene mee ti ng the requirements of ASTM F477 with the additi on th at the gaskets shal l not have any visible cracking when tested according to ASTM 01149 after 72 hour exposure in 50 PPHM ozone at 104· Fahrenheit (40 ° C). Gaskets sha ll be installed by the pipe manufacturer and covered with a removab le wrap to ensure th e gask et is free from debr is . Joints shall remain watertight when subjected to a 1.5" axia l misal ignment. A joint lubricant supplied by the manufa cture r shall be use d on th e gasket and bel l during assembly. Fitting s Fittings sha ll conform to AASHTO M294 . Fabricated fitti ngs shall be welded on the interior and exterior at all junctions . Ma te ri al Prop erties Pipe and fitting material shall be high-density polyethylene meeting the requirements of ASTM 03350 Cell Clas si fication 324420C. Installat i on Instal lation shall be in accord an ce with ASTM 02321 with the exception that minim um cover in trafficked areas shall be one foot (0 .3 m). Note : Values stated in inch -pound units are standard; metric equivalents are show n for informational purpo ses only. Thi s product is so lely intend ed for the conveyance of fluids . Acce ss into this product for maintenance, insp ecti on or other reason shou ld be done in st rict accordance with OSHA recommendations for confined space entry. A full line of fittings is available for all Hi-Q Sure-Lok pipe. Call to inquire about your specific application. Calif ornia, Bakersfield Iowa, Oelwein Mi nne sota , Fairmont Oh io, Findlay (800) 892-3351 (800) 632-5923 (800) 862-5575 Plant: (805) 366-1522 (800) 225-7591 (800) 533-0424 (800) 472-9557 FAX (805) 366-2019 (319) 283-3324 (507) 238-4791 (419) 424-5200 California , Patterson FAX (319) 283-5743 FAX (507) 238-9558 FA X (419) 424-5222 Sales Offi ce at Michigan, Chesaning Nort h Caro li na, Meb ane Texa s, Yoakum Bakersfield, CA (800) 525-0052 (800) 682-2236 (800) 242-3521 Fl orida , Kissimmee (517) 845 -2013 (800) 752-001 o (512) 293-6313 (800) 444-6953 FAX (517) 845-3198 (919) 563-5551 FAX (512 ) 293-3008 FAX (9 12) 273-7242 New York , Waverl y FAX (919) 563-458 7 Ver mo nt , N. Springfield Georgia, Cor dele (800) 847 -5880 Oh io, Find lay Sales Offic e at Waverl y, NY FOR DISTRIBU TO R US E: (800 ) 841-6500 (607) 565 -303 1 Main Office : Washington , Oly mpi a (912 ) 273-5242 FAX (607) 565-2339 (800) 537-9520 (800 ) 544-1001 FAX (912) 273-7242 (419) 422-6521 (360) 943-3313 Indiana, Bra zil FAX (4 19) 424-8300 FAX (360) 352-0384 (800) 7 42 -05 33 (8 00) 457-0616 (812 ) 446-2385 FAX (812) 448-2647 Ha ncor, Inc. 401 Ol ive St. Findl ay, Oh io 458 40 Ph on e 1-800 -2 -HANCO R, Ext . 296 Fax41 9-424-83 02 © 1995 Han cor, In c. Printed in U.S.A. Hanco r®, Hi -0® and Sure-Lok'" are trademarks of Hancor, Inc #1 101 fl!.#!IJncor " H1Q® High Capacity Smooth Interior Pipe Engineered Solutions for Superior Stormwater Drainage Management Hancor Hi-rP high density polyethylene (HDPE) pipe narrows the performance gap between what traditional drainage products provide and what today's engineers demand. Designed for superior hydraulics , durability, structural integrity and easy installation, Hi-Q pipe delivers excellent value and performance very cost- effectively • Availab le in 4" to 60 "* (100 to 1500 mm) diameters and 20 ' (6 m) lengths , Hi-0 pipe can be used for virtually any ·non-pressure culvert, retention/ detention and stormwater drainage application . • Longer service life effectively lowers life-cycle costs . • Easy-to-handle, lightweight pipe requires less labor and equipment for faster installations and reduced costs. *54 ' and 60 ' (1350 and 1500 mm) diameters have limited availability. • Smooth pipe interior improves long-term hydraulic efficiency and allows pipe systems to be do wnsized, reducing material and installation costs . • Extremely durable Hi-Q pipe won 't rust, deteriorate or crumble , and it withstands abrasives more than three times better than RCP • Hi-0 pipe is engineered to withstand fills up to 20 ' (6 m) deep , under minimum quality backfill conditions, and highway loads with only 1' (0 .3 m) of cover. • So il-tight and silt-tight coupling bands and extern al snap couplers are available to meet various performance requirements . For installations in 12 · through 30" (300 through 750 mm) diameters, use Hi-0 Sure-Lok™ pipe which joins in seconds with a locking integral-bell design . No glues or fasteners are required. • <Ideal for Stormwater Retention and Detention Systems Increasing regulations and skyrocketing land values are forc ing developers to find new ways to manage stormwater runoff using supplemental drainage systems . Hancor's LandMax ™ systems with Hi-Q ®* pipe provide the ideal solution fo r effective stormwater retention and dete ntion . • As a below ground system. LandMax sub surface ret ent io n/ detent ion syste ms inc rease the usable land avai labl e. providi ng spa ce for pa rking lots. playground s and othe r facil ities to be built on top . • LandMax systems with Hi -Q pipe decrease the safety risks -and the added costs -associated with open ponds. • When designed to simplify system maintenance . retent ion/ detention systems can help reduce maintenance costs. • Available in bo t h solid and perforated construct io n. Hi-Q pip e offers an excellen t way to effi ci ently re charge gr ound water t ables. • For 12'-30 " (3 00-75 0 mm) diam eters. use Hi -Q Su re-Lo k '" pipe . Strong and Versatile to Meet Culvert and Storm Sewer Requirements Hi -Q pipe can withs tan d highway traffic loads with anywh ere from 1' (0.3 m) to more than 20' (6m) of cover. The pipe 's corruga t ed design and the backfill envelope work together to give the in stallation superior structural integrity. To meet a wide range of applicat ions. Hi -Q pipe is available in a range of sizes from 4" to 60 "* ( 100 to 1 SOO mm) diameters. • 54' and 60 ' (1 350 and 1500 mm) diameters hav e lim ite d availab ility. • Bears highway t raffic loads with only 1' (0.3 m) of cover and wit hstands fills up to 20 ' (6 m) deep or more . •Available in 4" to 60" (100 to 1500 mm)diamete rs . Hi-Q pipe can be used for a wide range of appl icat ions. • Designed with a corrugated exterior and smoo t h in ter ior for opt imal strength and structural integrity. • Flared end sections also are availab le in li mited sizes. Specifications for Hi-Q Pipe Systems Hancor Hi·Q Pipe SPECIFICATIONS Scope This specif ic at ion describe s 4-to 60-inch (100 to 1500 mm ) Hancor Hi-Q pipe for use in gravity flow drainage applications . Pipe Requirements Hi-Q pipe shall have a smooth interior and corrugated exterior. Four- through 10 -in ch (100 through 250 mm) Hi-Q pipe shall meet the requirement s of AASHTO M252 Type S, and 12-through 36-inch (300 through 900 mm) shall meet the requirements of AASHTO M294 Typ e S. Forty-two , 48 -, 54 -, and 60-inch (1050 , 1200 , 1350 , and 1500 mm) diameters sh all have min imum pipe stiffness of 20 , 17 , 16 and 14 pii, (140 , 125 , 110 , 100 kPa), respe ctively , at 5% def lection and shall mee t all other requ irements of AASHTO M294 . Manning 's "n" value for use in design sha ll not exceed 0.010. Joint Performance Pipe shall be joined wi th coupling bands or external snap coupler s cov ering at least two full corrugat ions on each end of the pipe . St andard (non -gasketed) connections shall meet the soil -tightness requirements of AASHTO Standard Specification for Highway Bridges , Section 26 , paragraph 26.4 .2.4(e). Silt-tight (gasketed) connections shall incorporat e a closed -cell synthetic expanded rubber gasket meeting the requ irement s of AS TM 01056 Grade 2A2. Gaskets shall be installed on the connect ion by the pipe manufacturer. Fittings Fittings shall conform to AASHTO M252 or AASHTO M294. Fab ri cat ed fittings shall be welded on the interio r and exter io r at all junc tions . Material Properties Pipe and fitting material shall be high density polyethylene meet ing th e requ irements of ASTM 03350 Cell Classification 324420C ; or ASTM 01 24 8 Type Il l, Class C, Category 4, Grade P33 . This product is solely intended for the conveyance of fluids . Access into this product for ma int enanc e, inspection , or other reason should be done in strict accordance with OSHA recommendations for confined space entry . Hancor Hi-Q Pipe Fittings A complete line of Hi -Q reducers , tees, elbows and coupling bands is ava il able for any appl ication. wCustom and non-stock fittings also can be ordered with a 30 -day lead time . Standard Coupling Bands Standard Tee Standard 90' Elbow Standard 45' Elbow Standard 22.5 ' Elbow 7/i~· Hancor, Inc. 401 Olive St. Findlay, Ohio 45840 Phone 1-800-2-HANCOR, Ext . 453 Fax 419-424-8302 © 1995 Hancor, In c. Printed in U.S.A. Hanco r®, Hi-0®, LandM ax™ and Su re-Lok"' are trademar ks of Hanco r, In c. #1102 DRAINAGE REPORT FOR HOLLEMAN ARMS APARTMENTS COLLEGE STATION, TEXAS JULY, 1997 REVISED AUGUST, 1997 REVISED SEPTEMBER, 1997 SITECH ENGINEERING CORPORATION 2202 TIMBERLOCH PLACE #100 THE WOODLANDS, TEXAS 77380 (281) 363-4039 PROJECT NO. 653-001 I. INTRODUCTION Sitech Engineering Corporation was authorized by DMC Builders (one of The Dinerstein Companies) to complete a drainage study and design the required drainage improvements for a 17.9-acre tract located in College Station, Texas . The subject site is Lot 1 of the Holleman Arms Subdivision, located South of Holleman Drive, West of the Southern Pacific Railroad right-of- way, East of the abandoned International and Great Northern Railroad right-of-way and North of an unused railroad wye. Medium density multi-family housing (12± Dwelling units/Acre), associated parking and recreational amenities are proposed for the site. II. EXISTING CONDITIONS Existing site topography was determined by field survey conducted in Spring, 1997 . The northeast corner of the site as well as scattered areas within the middle and eastern parts of the site are covered by tall grasses. The west side of the site and scattered areas within the remainder are covered by fairly dense vegetation consisting of trees, underbrush and grasses . The site is moderately sloped at an average of 1.8 feet per 100 feet (1.8%), generally from North to South. The existing topography is shown on Exhibit A ("Existing Topographic Conditions") .. A small ditch or swale is evident East of the site, within the railroad right-of-way, and a second swale is evident on the West side of the site. Moving from the northwest corner of the site South along the West property line a significant berm develops, associated with the abandoned railroad right- of-way . There is no drainage under the railroad embankment until approximately 120 feet South of the site. At this point, an area West of the railroad embankment drains to the East through an existing concrete box culvert, and a shallow ditch meanders South-southeast from this point. This ditch ultimately drains into the North fork of Tributary B of Bee Creek. No part of the site is within a designated flood hazard zone according to the current Flood Insurance Rate Map (Map No . 48041C0182 C, effective date, July 1992). An 18-inch reinforced concrete pipe was found at the northwest corner of the site, extending under Holleman Drive. Based on topographic maps available from the City of College Station (1" = 200'), a very small area from the North side of Holleman Road drains to this culvert . (The remainder of the area North of Holleman Drive and South of West Luther Street drains to the East and under the Southern Pacific Railroad facilities .) Flow from this pipe appears to drain via the swale along or adjacent to the West property line of the subject site and through the afore- mentioned culvert South of the site. ID. PROPOSED DEVELOPMENT The subject tract is proposed to be developed as an apartment project, characterized as medium- density residential with approximately 12 dwelling units per acre . The existing elevations will be maintained as far as possible; however, the installation of an underground storm sewer system will require that a significant amount of fill be placed on the southern portion of the site . Site drainage will be accomplished through area drains typically placed in the aisles of the parking facilities . Grading is such that the majority of these drains will function under sump conditions, with ponding depths ranging from 0.26 feet to 0.80 feet before overflow to an adjacent drainage area. The number of drains and sizes of interconnecting pipes were designed based on the Drainage Policy and Design Standards for the City of College Station. Specifically, the Rational Method was used to calculate the peak flow for each individual drainage area for the 10-year rainfall event. The runoff coefficient was determined based on Table ID-1 of the Standards; rainfall intensity was calculated based on the equation given in Figure ID-1 for the 10-year return period, with a minimum time of concentration of 10 minutes used for the first drainage inlet in a series; and the contributing drainage area to each inlet was determined based on the proposed grading plan. Hydraulic grade lines have also been calculated; the hydraulic grade line elevations for the 10-year storm are a minimum of 0.5 feet below the grate elevations. The theoretical hydraulic grade line for the 100-year event is greater than 0.83-feet above the grate elevation at Inlets 1, 2, 3, 7, 11 , and 17. However, the hydraulic grade line calculations assume the entire JOO-year flow is carried within the pipes. In reality this will not always occur. Dependent on the ponding depth available, a portion of the 100-year flow will be carried in the pipe and the remainder via overland flow. A print of the grading and drainage plan is included showing the available ponding depth and subsequent overflow paths for the inlets in question . In addition overflow flumes have been added in connection with Inlets 5 and 9 to direct overland flow directly into the basin. Stormwater detention facilities have been designed for the subject site also based on the Standards. The pre-development and post-development peak flows for a range of storm events (5-year, 10-year, 25-year, 50-year and 100-year) have been determined utilizing the Rational Method, given a total drainage area of less than 50 acres. For the purposes of calculating post- development peak flows and consequent detention volume, the drainage areas, weighted runoff coefficients and times of concentration developed as part of storm sewer system design were used. The post-development peak flow will be limited to the pre-development peak flow, in accordance with the Standards. However, not all of the developed property is proposed to be detained . Approximately one third of the site (the sou~hwesterly third) will discharge directly offsite via an existing swale at the southerly comer of the site and multiple concrete flumes along the South curb line . The remaining two-thirds of the site will discharge to the detention area on the East side of the site. The outflow from this detention area will be restricted such that the total of undetained and detained post-development flows does not exceed pre-development levels . The detention basins are designed in accordance with the Standards, with one exception. The Standards state that the bottom cross slope on the basin should be 20: 1 or steeper directed to the low flow outlet. Both of the proposed basins are quite shallow, and this bottom slope requirement would mean that the available volume would be severely limited . A bottom cross- slope of 50 : 1 (2%) is proposed to allow significantly greater volume to be provided . It is believed that this slope can be achieved on a non-paved surface and that the basin will drain dry between storm events. A low flow flume is included in both ponds and detailed on the plans. The detention area will outfall to an existing swale on the eastern side of the site . The easterly swale appears to be shallower and less well defined than the swale on the westerly side of the site, and it will receive a lesser portion of the peak flow than the westerly swale. The outflow structure has been designed to limit post-development flows to pre-development levels for the range of storm events analyzed . These calculations are presented in Appendix B . Routing calculations for the detention ponds utilizing POND2, a computer program developed by Haestad Methods, Inc. are presented in Appendix C. The hydrographs are rational method hydrographs developed in accordance with the Standards. The hydrograph for the two systems outfalling to the northern pond was routed through the northern pond assuming a tailwater elevation of 308.5 in the southern pond The resultant outflow hydrograph from the northern pond was then added to the system inflow hydrograph for the southern pond and routed through the southern pond The data entered for structure definition and pond volumes is also included IV. SUMMARY DISCUSSION The design of drainage facilities for the subject site is based on the Drainage Policy and Design Standards of the City of College Station, with regard to both site drainage and stormwater detention . The storm drainage system is based on a design storm with a 10-year return period. The required volume for stormwater detention is calculated to be 100, 000 + c.f The proposed detention areas (incorporated in two basins) provide a total volume of 108 , 000 + c.f The outflow structure has been designed to restrict post-development flow to pre-development levels for the full range of storm events analyzed . The assumption is made that the 3-acre outtract located at the northeast corner of the subject sit e will also be required to provide stormwater detention upon development, such that the pr e- existing peak flow will not be increased . V. ATTACHMENTS Exhibit A : Existing Site Topography Exhibit B : Drainage Area Map (Proposed Conditions) Appendix A: Storm Sewer Calculations Appendix B : Required Storage Volume Calculations Appendix C : Routing Calculations Appendix D : Weighted Runoff Coefficient Calculation s Appendix E: Overflow paths for inlets where th eoreti cal 100-year hydraulic grade line exceeds 0.83feet. APPENDIX A STORM SEWER CALCULATIONS Sheet 1 PROJECT: Holleman Arms Apartments Design Criteri on : City of College Station , 10-Year Flows JOB# 653-001 · Pipe Material: PVC SYSTEM : "n" Value 0 .008 BY: LAM DATE : 7/1/1997 ; Rev . 8/2 4/97 ; Rev. 9/10/97 ;Rev . 9/15/97 CHECKED BY: DATE : Total Runoff Time of Intensity Sum of PIPE DESJGN Depth on Inlet M.H. M.H. AREA Area Coeffici ent Sum of Cone . I Flow Length Diameter Friction Actual Capacity Velocity Upstream Downstrm Inlet (ft.) Capacity FROM TO (acres) (acres) c CxA 'minutes) (In/Hr) (cf's) (inches) Slope Slope (cfs) 'fps) Inv. El. Inv. El. Before Overflow Overland Inlet 1 0 .38 0.38 0 .78 0 .2964 10.00 8.63 2 .56 err-grade Inlet 1 Inlet 2 0 .38 0.2964 10_00 8.63 2 .56 100 12 0.002 0.0025 2 .89 3 .68 314.91 314.66 Overland Inlet 2 0.83 0 .83 0.71 0.5893 10.00 8.63 5 .09 0.26 6 .83 Inlet 2 Inlet 3 1.21 0.8857 10.45 8.48 7 .51 115 15 0.0051 0 .0070 8 .78 7 .15 314.41 313 .61 . Overland Inlet 3 0.67 0.67 0 .65 0.4355 10.00 8.63 3.76 0.43 8.79 Inlet 3 lnlet4 1.88 1.3212 10.72 8.39 11 .08 289 15 0.0112 0 .0120 11 .49 9 .37 313.50 310 .03 Overland lnlet4 1.17 1.17 0.68 0.7956 10.00 8.63 6 .87 0.40 8.47 lnlet4 Inlet 5 3.05 2 .1168 11.23 8.22 17.40 171 24 0 .0022 0.0030 20.13 6.41 309 .28 308 .77 Overland Inlet 5 0 .54 0.54 0.65 0.351 10.00 8.63 3 .03 0 .41 8.58 Inlet 5 Pond (N) 3.59 2 .4678 11 .68 8.08 19.94 52 27 0.0016 0.0020 22 .50 5.66 308 .61 308.51 Overland Inlet 14 0 .32 0.32 0.56 0.1792 10.00 8.63 1.55 0 .25 6 .70 Inlet 14 lnlet6 0.32 0.32 0.1792 10.00 8.63 1.55 115 12 0 .0007 0.0240 8 .97 11.41 3 14 .25 311.49 Overland lnlet6 0 .71 0.71 0 .7 0.497 10.00 8.63 4 .29 0 .75 11 .60 lnlet6 Inlet 13 1.03 0.6762 10.17 8.58 5.80 110 15 0.0031 0 .0040 6 .64 5.41 311 .23 310 .79 Overland Inlet 13 0.16 0 .16 0 .7 0.112 10.00 8.63 0 .97 0.25 6 .70 Inlet 13 Inlet? 1.19 0.7882 10.51 8.46 6 .67 130 18 0.0015 0 .0020 7 .63 4.32 310 .54 310.28 Overland Inlet 10 0.72 0.72 0 .85 0 .612 10.00 8.63 5 .28 0.45 8.99 Inlet 10 Inlet 11 0.72 0 .612 10.00 8.63 5 .28 308 15 0.0025 0.0100 10.49 8.55 314 .73 311 .65 Overland Inlet 11 0 .70 0.70 0.82 0 .574 10.00 8.63 4.95 0.66 10 .88 Inlet 11 Inlet? 1.42 1.186 10.60 8.43 9 .99 184 24 0.0007 0.0010 11 .62 3.7 0 310 .06 309 .88 Overland Inlet? 0 .7 1 0.71 0.74 0 .5254 10.00 8.63 4 .53 0.43 8 .79 Inlet? Inlet 8 3 .16 2 .3876 11.43 8.16 19.48 203 24 0.002 8 0.0035 2 1.74 6 .92 309.78 309.07 Overland Inlet 8 0 .88 0 .88 0 .77 0 .6776 10.00 8.63 5.85 0.43 8.79 Inlet 8 Inlet 9 4.04 3.0652 11.92 8.01 24 .55 194 27 0.0024 0.0030 27 .56 6 .93 308 .82 308 .24 Overland Inlet 9 0 .88 0.88 0.78 0.6864 10.00 8.63 5.92 0.49 9.38 Page 1 Sheet 1 Total Runoff Time of Intensity Sum of PIPE DESIGN Depth on Inlet M.H. M.H . AREA Area Coefficient Sum of Cone. I Flow Length Diameter Friction Actual Capacity Velocity Upstream Downstrm In let (ft.) Capacity FROM TO acres) (acres) c CxA (minutes) (In/Hr) (cf's) (inches) Slope Slope (cf's) fps) Inv. El. Inv . El. Before Overflow lnlet9 Pond (N) 4 .92 3.7516 12 .38 7 .87 29.53 53 27 0 .0009 0.0050 35.58 4 .47 307 .78 307.52 •use 2-27" pipes into pond Overland Inlet 16 1.24 1.24 0.75 0 .93 10.00 8.63 8.03 0.80 11 .98 Inlet 16 Inlet 12 1.24 0.93 10.00 8.63 8.03 215 24 0.0005 0.0010 11 .62 3.70 304 .83 304 .62 Overland Inlet 12 0 .89 0 .89 0 .78 0.6942 10.00 8.63 5.99 0.65 10.80 Inlet 12 Inlet 15 2 .13 1.6242 10.97 8.30 13.49 198 24 0.0013 0 .0015 14 .23 4 .53 304 .51 304 .21 Overland Inlet 15 0.35 0 .35 0.81 0.2835 10.00 8.63 2 .45 0.25 6.70 Inlet 15 Outfall #REF ! 1.9077 11.70 8.08 15.41 40 24 0 .0018 0 .0030 20.13 6.41 304.12 304 .00 Bldgs 6-10 Offsite 2.7 2.7 0.71 1.917 10.00 8.63 16.54 Overland Inlet 17 1.12 1.12 0.73 0 .8176 10.00 8.63 7 .06 0.39 8.37 Inlet 17 Inlet 18 1.12 0 .8176 10.00 8.63 7 .06 194 18 0 .00 17 0 .0020 7 .63 4 .32 306 .80 306 .41 Overland Inlet 19 0.34 0 .34 0 .64 0.2176 10.00 8.63 1.88 0.39 Inlet 19 lnfet 18 0 .55 0.2176 10.00 8.63 1.88 43 15 0.0003 0.002 4 .69 3.82 306 .76 306 .67 overland Inlet 18 0 .62 0.62 0 .86 0.5332 10.00 8.63 4 .60 0.61 10.46 Inlet 18 Pond (S) 1.74 1.5684 10.75 8 .38 13.14 50 24 0.0013 0 .0020 16 .44 5.23 305.91 305 .81 Page 2 Sheet1 PROJECT: Holleman Arms Apartments Design Criteri on : City of Co ll ege Station , 100-Year Flows JOB# 653-001 Pipe Materia l : PVC SYSTEM : "n"Value 0 .008 BY: LAM DATE : 7/1/1 997 ; Rev . 8/24/97 ; Rev . 9/10/97 ;Rev . 9/1 5/9 7 CHECKED BY: DATE : Total Runoff Time of Intensity Sum of P IPE M .H . M .H . AREA Area Coeffi ci ent Sum of Con e. I Flow Length Diameter Friction FROM TO (acres) (acres) c CxA (m inutes) (In/Hr) (cfs) (inches) Slope Overland Inlet 1 0 .38 0 .38 0 .78 0.2964 10 .00 12 .60 3.73 Inlet 1 lnlet2 0 .38 0.2964 10 .00 12 .60 3.73 100 12 0 .0042 Overland lnlet2 0 .83 0 .83 0.71 0.5893 10 .00 12 .60 7 .43 lnlet2 Inlet 3 1 .21 0.8857 10.23 12 .50 11 .07 115 15 0 .0111 Overland Inlet 3 0 .67 0 .67 0 .65 0 .4355 10.00 12.60 5 .49 lnlet3 lnlet4 1 .88 1.3212 10.44 12 .40 16.38 289 15 0 .0244 Overland lnlet4 1 .17 1 .17 0 .68 0 .7956 10 .00 12 .60 10 .02 Inlet 4 Inlet 5 3 .05 2 .1168 10 .80 12 .20 25.82 171 24 0 .0049 Overland Inlet 5 0 .54 0 .54 0 .65 0 .351 10.00 12.60 4 .42 Inlet 5 Pond (N) 3 .59 2 .4678 11 .15 12 .05 29 .74 52 27 0 .0035 Overland Inlet 14 0.32 0.32 0 .56 0.1792 10 .00 12 .60 2.26 Inlet 14 Inlet 6 0.32 0 .1 792 10 .00 12 .60 2 .26 115 12 0 .0015 Overland lnlet6 0 .71 0 .71 0 .7 0 .497 10.00 12 .60 6 .26 lnlet6 Inlet 13 1 .03 0.6762 10 .67 12 .25 8.28 130 15 0 .0062 Overland Inlet 13 0 .16 0.16 0.7 0 .112 10 .00 12 .60 1 .41 Inlet 13 Inlet 7 1 .19 0 .7882 10 .99 12 .15 9 .58 110 18 0 .0031 Overland Inlet 1 O 0 .72 0 .72 0 .85 0 .612 10.00 12 .60 7 .71 ------------1--·--· ---------- Inlet 10 Inlet 11 0.72 0.612 10.00 12 .60 7 .71 308 15 0 .0054 ·-~-·-----------------I----------~ Overland Inlet 11 0 .70 0.70 0 .82 0 .574 10 .00 12 .60 7.23 Inlet 11 Inlet 7 1.42 1 .186 10 .38 12.40 14 .71 184 24 0.0016 Overland Inlet 7 0 .71 0.71 0 .74 0.5254 10 .00 12 .60 6 .62 Page 1 Sheet 1 Total Runoff Time of Intensity Sum of PIPE M .H. M .H . AREA Area Coefficient Sum of Cone. I Flow Length Diameter Friction FROM TO (acres) (a cres) c CxA (minutes) (In/H r) (cfs) (inches) Slope Inlet 7 Inlets 3 .16 2 .3876 11 .33 12 .15 29 .01 203 24 0.0062 Overland Inlet 8 0 .88 0.88 0 .77 0 .6776 10.00 12 .60 8 .54 Inlet 8 Inlet 9 4 .04 3 .0652 11 .69 12 .00 36 .78 194 27 0 .0053 Overland Inlet 9 0 .88 0.88 0 .78 0 .6864 10.00 12.60 8 .65 Inlet 9 Pond (N) 4 .92 3.7516 12 .04 11 .85 44 .46 53 27 0 .002 *Use 2-27 " pipes into pond Overland Inlet 16 1.24 1 .24 0 .75 0 .93 10 .00 12 .60 11 .72 Inlet 16 Inlet 12 124 0.93 10.00 12 .60 11 .72 221 24 0.001 Overland Inlet 12 0 .89 0 .89 0 .78 0.6942 10 .00 12 .60 8 .75 Inlet 12 Inlet 15 2 .13 1.6242 10 .99 12 .15 19.73 198 24 0 .0029 Overland Inlet 15 0 .35 0 .35 0 .81 0 .2835 10.00 12 .60 3 .57 Inlet 15 Outfall 2.48 1.9077 1 1.51 11 .95 22 .80 40 24 0 .001 Bldgs 6-10 Off Site 2.7 2.7 0 .71 1.917 10 .00 12.60 24 .15 Overland Inlet 17 1.12 1 .12 0 .73 0 .8176 10 .00 12 .60 10.30 Inlet 17 Inlet 18 1 .12 0 .8176 10.00 12 .60 10 .30 194 18 0 .0036 ··--·-------!-+--·-----------------·--------- Overland Inlet 19 0 .34 0.34 0 .64 0 .2176 10 .00 12 .60 2 .74 Inlet 19 Inlet 18 0 .34 0.2176 10 .00 12.60 2 .74 43 15 0 .0007 -- Overland Inlet 18 0 .62 0 .62 0 .86 0.5332 10.00 12 .60 6 .72 Inlet 18 Pond (S) 2.08 1.5684 10 .55 12 .30 19 .29 50 24 0 .0028 Page2 Sheet 1 PROJECT: Holleman Arms Apartments Design Criterion: City of College Station, 10-Year Design Storm JOB# 653-001 Pipe Material: PVC SYSTEM: "n"Value 0.008 BY: LAM DATE: 7/28/1997; Rev. 8/24/97;Rev.9/10/97 CHECKED BY: DATE: Sum of PIPE 10-YEAR HYDRAULIC GRADE LINE CALCULATIONS M.H. M.H. Flow Length Diameter Friction Velocity Velocity Head Losses Dnstrm Upstrm Dnstrm Upstrm Grate FROM TO (cfs) (inches) Slope In V1 OutV2 k Hj Hs Hexit HGLEI. HGLB. Inv. El. Inv. El. El. (Up) Pond (N) Inlet 5 19.94 52 27 0.0016 5.54 5.01 0.75 -0.06 0.08 0.39 310.70 311.11 308.51 308.67 311.9 lnlet5 Inlet 4 17.40 171 24 0.0022 9.03 5.54 0.25 -0.20 0.38 311.11 311.29 308.77 309.28 312.51 lnlet4 Inlet 3 11.08 289 15 0.0111 6.12 9.03 0.25 0.17 3.22 311.29 314.69 310.03 313.51 317 Inlet 3 lnlet2 7.51 115 15 0.0051 3.26 6.12 0.75 0.31 0.59 314.69 315.59 313.61 314.41 318 lnlet2 Inlet 1 2.56 100 12 0.002 3.26 1.25 0.21 0.20 315.59 315.99 314.66 314.91 319.67 Pond (N) lnlet9 29.53 53 24 0.0016 6.17 4.70 0.75 -0.19 0.09 0.34 310.70 310.94 307.52 308.14 311.63 lnlet9 Inlet 8 24.55 194 27 0.0024 4.90 6.17 0.75 0.16 0.46 310.94 311.57 308.24 308.82 312.2 Inlet 8 Inlet 7 19.48 203 27 0.0015 3.77 4.90 0.25 0.04 0.30 311.57 311.91 309.07 309.78 312.91 Inlet 7 Inlet 13 6.67 130 18 0.0015 4.73 3.77 0.75 -0.09 0.20 311.91 312.01 310.28 310.54 314.25 Inlet 13 Inlet 6 5.80 110 15 0.0031 1.97 4.73 0.75 0.21 0.34 312.01 312.57 311.04 311.46 314.75 lnlet6 Inlet 14 1.55 115 12 0.0007 1.97 1.25 0.08 0.08 312.57 312.72 311.73 314.25 317.25 Inlet? Inlet 11 9.99 184 24 0.0007 4.30 3.18 0.75 -0.10 0.14 311.91 311.95 309.88 310.06 313.19 Inlet 11 Inlet 10 5.28 308 15 0.0025 4.30 1.25 0.36 -0.78 311.95 313.09 310.81 314.66 316.98 Outfall Inlet 15 15.41 40 24 0.0018 4.29 4.91 0.75 0.07 0.07 0.16 306.00 306.29 304.00 304.12 307.2 Inlet 15 Inlet 12 13.49 194 24 0.0013 2.56 4.29 0.25 0.05 0.26 306.09 306.40 304.22 304.61 307.75 Inlet 12 Inlet 16 8.03 221 24 0.0005 2.56 1.25 0.13 0.11 306.40 306.63 304.71 305.33 308 Pond (S) Inlet 18 13.14 50 24 0.0013 4.00 4.18 0.50 0.15 0.06 . 0.29 307.80 308.30 305.81 305.91 309.04 Inlet 18 Inlet 17 7.06 194 18 0.0017 4.00 1.25 0.31 0.33 308.30 308.94 306.41 306.80 309.40 Inlet 18 Inlet 19 1.88 30 15 0.0003 1.53 1.25 0.05 0.01 308.30 308.35 306.66 306.76 309.43 Page 1 APPENDIXB REQUIRED STORAGE VOLUME CALCULATIONS 1) Dra.:~-c.. Poi;c:'.f o..V"\d be-s1(Jl'1 Smr.da.c-ds -Ct+y of C.O i Iese-Sb.J-ion. l) Sae... b~ra.p\.,y . o..s su.r-ie.j<'.d. a..-1d. ~,<'l~~ed, by Site.ch E"23it1e.er-\"j. 3) Treed o.•i::os f%-' 0~ o~ CoH~c.-S\v.:h0Y1 ~ru.phic '(Y')o.p$ (1''=2.Cx.>'} tv\ s=rHoDot-ex;..y Inc.. Ro...hona.I FDrrY\ub Q "' c \ A l'l.323 ~;.~c. Arc:a.." ~ A.u-~s <l'< ( " < So o..cre.,5 -Pxx.:.hor\cd M e.thcd Ok:. ( A-ssu.l'Y\c,. i no 0. pp red a..ble.. c.cnh-i bu. '1 Or\ -h-o.-Y\ \-lo<i:h o(' H-o \ \-e •'VlC( n Dr. : dck.r\t\or. will \'l o~-be.. prov'ded fu.,-3,cx::x> C>-.c.n:. ou..+·iro.c.:lc . ) (Referen ce Tc.c.6ie !i7 -1 Av~.T"cwc-io.nd .slope. = 0.018 J'f:/Ft, 0 /, Pre..· de..v-e/oprnent (. 2~ Acre,.s @ 9. &23 Aoes @ (! = 0. 3(p ·East 0 . 0.20 o, 0.38 2. A re -de. velopYl"lc/Jt. -We.st .3 i I Acres <? O, :LO ..3.CJ2 Ao~s @ 0.38 SITECH ENGINEERING CORPORATION CIVIL ENGINEERS 2202 TIMBERLOCH PLACE . SUITE 100 THE WOODLANDS, TEXAS 77380 SHEET 1 OF 7:f BY DATE CALCS. CHECK PROJECT WORK AREA JOB NO. ~53-00/ Rev. a/zs/CJ'7 Sheet1 PROJECT: Holleman Arms Apartments Design Criterion : City-of College Station , 100-Year Design Storm JOB# 653-001 Pipe Materi al : PVC SYSTEM : "n" Va lue 0.008 [BY : LAM DATE : 7/28 /1997 ; Rev. 8/24/97 ;Rev .9/10/97 :Rev. 9/15/97 CHECKED BY: DATE : Sum of PIPE 100-YEAR HYDRAULIC GRADE LINE CALCULATIONS M .H . M.H . Flow Length Diameter Friction Veloci ~ Velocity Head Losses Dnstrm Upstrm Dnstrm Upstrm Grate FROM TO (cfs) (inches) Slope In V1 OutV2 k Hj Hs Hexit HGLEI. HGLEI. Inv . El. Inv . El. El. (Up) Pond (N) Inlet 5 29.74 52 27 0.0035 8 .22 7.48 0.75 -0 .14 0.18 0 .87 311 .50 312 .42 308 .5t 308 .67 311.9 Inlets lnlet4 25 .82 171 24 0 .0049 13 .35 8 .22 0.25 -0.43 0.84 312.42 312 .83 308 .77 309 .28 312 .51 Inlet 4 Inlet 3 16 .38 289 15 0 .0244 9 .02 13 .35 0.25 0 .38 7.04 312.83 320 .25 310 .03 313 .51 317 Inlet 3 Inlet 2 11.07 115 15 0 .01 11 4 .75 9 .02 0 .75 0.68 1.28 320 .25 322.21 313 .61 314 .41 318 lnlet2 Inlet 1 3 .73 100 12 0 .0042 4 .75 1.25 0.44 0.42 322 .21 323 .07 314 .66 314 .91 319 .67 Pond (N) Inlet 9 44 .46 53 27 0 .002 9 .25 5 .59 0 .75 -0 .63 0 .10 0.49 311 .50 311.46 307 .52 308 .14 311 .63 lnlet9 Inlet 8 36 .78 194 27 0 .0053 9 .23 9 .25 0 .75 0.00 1.04 311.46 312 .50 308 .24 308 .82 312 .2 Inlets Inlet 7 29 .01 203 24 0 .0062 5.42 9 .23 0 .25 0 .22 1.26 312 .50 313 .98 309 .07 309 .78 312 .91 Inlet? Inlet 1-3 9.58 130 18 0 .0032 6 .75 5 .42 0.75 -0 .19 0.41 313 .98 314 .20 310 .28 310 .54 314 .25 Inlet 13 lnlet6 8 .28 110 15 0.0062 2 .88 6 .75 0 .75 0.43 0 .68 314 .20 315 .32 311.04 311 .48 314 .75 Inlet 6 Inlet 14 2.26 115 12 0 .0015 2 .88 1.25 0 .16 0 .18 315 .32 315 .65 311 .73 314.25 317 .25 Inlet? Inlet 11 14 .71 184 24 0 .0016 6 .28 4 .68 0 .75 -0 .20 0.29 313 .98 314 .07 309 .88 310.06 313 .19 Inlet 11 Inlet 10 7 .71 308 15 0.0054 6 .28 1.25 0.77 1 .66 314 .07 316 .50 310 .81 314.66 316 .98 Outfall Inlet 15 22 .80 40 24 0 .0038 6 .28 7 .26 0.75 0 .15 0 .15 0 .82 306 .00 307 .13 304 .00 304 .12 307 .2 Inlet 15 Inlet 12 19 .73 194 24 0.0029 3 .73 6 .28 0 .25 0 .10 0.56 306 .09 306 .75 304 .22 304 .61 307 .75 Inlet 12 Inlet 16 11 .72 221 24 0 .001 3 .73 1.25 0 .27 0 .22 306 .75 307 .24 304 .71 305 .33 308 Pond (S) Inlet 18 19 .29 50 24 0.0028 5 .83 6 .14 0 .50 0.03 0 .14 0.59 308 .28 309.03 305 .81 305 .91 309 .04 Inlet 18 Inlet 17 10 .30 194 18 0 .0036 5.83 1.25 0 .66 0 .71 309.03 310.40 306 .41 306 .80 309.40 Inlet 18 Inlet 19 2 .74 30 15 0 .0007 2.23 1.25 0.10 0 .02 309 .03 309 .15 306 .66 306 .76 309 .43 Page 1 3. Post · De-veJopment R-oposed /o nd use,: 1-lrjh De.r7s/fy Re.s/clcni-/a / ~ We1jhkc::I runo.ff e,oef'f;'c...ienf-s bcisec/ on , impe-rvi'o1AS /pe..rv/ovs cover ca/CJ.Ala.hon~ ore-pre.sc_n/.cd l n Append/x.. D a.nd. a.re. :si·wvvn on Drcunc::Je... Are.ct f'v1..o..p o...nd sforrn se.vver c:lcsi3n c.a.Jc.u l cihon.s, B , Tirne-oi' Conceri frcch'on. . ( Re.Je/<!.rJce-Ta...6 le . 1li. -2 ~ P9 . 24 mw7< .. Jr::U) f Pre · deve./oprnent fur siopcs ==-1.8/o I ,, .. . _....._._ ; ( -z . ~ .. ,;J ... V ~~f-. 3~ssland Vnat. 'w'ood /ar?dS J.5 -!ps " o.C/ +ps dlory· 9'81 / :25"0 1 W~.5krjr side. ~ Si fe, · f:hro'i!lh woodlands-@ a.CJ-rps fhmCf9h 8Yt:l%/onds @ / S -!ps -1:..c. pai-n alo?_g eosh!:J s1'd.e d . s, k 3sl/' fhrc;4(jh woodlar?d..\ <:PJ o .<J .;ps Us~ 2D min. c /B.2 2.B /n/rJ . 2/,0 nv>1. G,.l:, min . &,, '.J. 11?1'r-J. /3.3 /??/~. I {)O-ye..c..1r--flow s (u. ndL h 1/-Jed) . ~see.. ·~a.le.u..la~ MS' U~ JO 1n 1 ~. -k>r-rerJ?a/ocler-o/-ac.vet:<3<-. /;r in>h'ol /l'Jlei~ bme ~e s-forrn 5ewe.v C£l )c .. u /Cl h ons fa,,--le... o+ bo.s/n ou+-k! t. SITECH ENGINEERING CORPORATION CIVIL ENGINEERS 2202 TIMBERLOCH PLACE SUITE 100 THE WOODLANDS, TEXAS 77380 SHEET BY CALCS. LAM CHECK PROJECT WORK AREA JOB NO. OF DATE &·23-C/+ C. /n ·kns/iy f. Pre -de..ve-loprnen-l be-= 20 m1/7 . a. 5-y ear S,5 1/J/hr. b. /a -ye..ar G,.2 in/hr. c.. 25-yeor 7, 1 in./hr. d . 5o-y ear 8. i /n /hr _ e. fOo-yeor q _J /r1 /hr 2. f't:JSF~ deve...foprnent: +c = lf.5f . VVec;i--sy5f.e1Y1 a . 5 -year 7-. .2 6, ft>-year 8,/ c . 25-year-1.3 d. 50-yec.~ r-to.s- e . /oo -ye.L-.rr 11.95 D.Q ==-c /A I~ Pre -.LJevel oprnen c a . 5-ye£:cr Q; (0.34 ){1q ' 323)( 5 . ~) ~ h fO-yecir q~ (o.3 4)(1q .. 323)(0,z) = C-. :J5-yeor 6? :; {o,34fiC/. 323) ( 7-. t) 2. d. 5o-ye.ar-q ::. ( o. 34 ';{jq. '323) { B, I) :: e.. loo -y~r Q~ (o,34y;q3z3)( q, 1) ·;:, 8 . /:_G ; If. Sb No r./i1 Bo:;/1 7-.2 8./o fO.;t4 11. 9 :X 3t. .. i c:fs Lfo,7 c-!5 L/l_,, (_,,, els 53.2 c.._f's sq~B c.IS /0, (.p £C-~~ Sou:fh &.s/n '7-.$ ~ s,z4 q , j((fl 10.rpq /Z,¢3 SHEET ~ OF 7 BY DATE SITECH ENGINEERING CORPORATION CALCS . CIVIL ENGINEERS 2202 TIMBERLOCH PLACE SUITE 100 THE WOODLANDS , TEXAS 77380 CHECK PROJECT fir:? JlenJQ11 Ar/115 WORK AREA JOB NO. -"~ ~0 I ffbv, &);!5/11- n .. . f"} /I I /t:)-z 2. Pos+-Develo pment a . b. Weskrfj Sy sle rn C-A Toi-a I Ao1'v -lo &fh &s ;rrs Flow -lo North &siri Row /v So.A.+n &si~1 VVes+ sysfern S'-yeo.r .Jp;:f 2i7,S lo --y-e..o "' ~3 i .o c. 2.S-year '1>435:~ d . SD--ye o.1--4k<D 40.2 e , !DO-year 5r.2 45":7- Bofh Basi11s ~ ~S.4- ~72.7 7-::1-:15 8 3, l:, ~ 94-.S 1j).g:-tJ I 08 . I • Prc::p::;sed de..veJopn-ie,1-f -fv e.x ish123 swale~ o+- sou.H1- re./:lc..ck \ive,sk.v'..:J 5.18 ~ 50 100 · sw wrne.r-of. -~ 8 ,(:. .:;:. ~ q, 7- -= ~ ff.o :si+e J Alurih BosJ0 Soufh Eas/n .ti.OR S-4 ./ ~f f .8 ~ 00.1 ~/3,2 524 f:lt . f ~ /5',f ~ 78 .2 ~1 7.f ~69.4 3.2d--/ 9 ,3 dro .. ;n1'n o _) .f.~ euch ~e.n I: Vo/. ·ll:' C,0,3 22 ~ c..-F' 00, 9a0 ~ c.P ?-?-;I O I ~ G/' 250,553 ~ cJ' I 99,B28 ~ c£ Volume-. 'p {(} 'f~),, j{J-W(Qp-QA) A 2 i 24 /Ofo4- SITECH ENGINEERING CORPORATION CI V IL ENGINEERS 2202 TIMBERLOCH PLACE SUITE 100 THE WOODLANDS, TEXAS 77380 SHEET 4 OF "7- BY DATE CAL GS . CHECK PROJECT Hn llemo.n AY111S WORK AREA JOB NO. C:tS-3-00 I Re.v. B/2s-fa-:r D--/ ,..,;,11/'J -r "Volu.me wl II be pi'OVlded in 2 basin-s i-lzrS" 1, B1 Nov-l-her0 bas\ n pY'Dvlde.s ~ ac.l"e--ft- 4 .'35" -k k.f1. I o.b 0. ma~. wa.f-u-depf-<.I or 551 o . tv "1 SDvm eir~ basin p<ovic:ks ~ Llcrc-=A:-aC-a. mai>(. wctf.w-Jepl.h of ~ 11:- 3 .o J 0 I, OCXJ '!: eD, 2..(3c'.:Yt- --fob.\ voiUYlt'e-pYL>vlJed = ~ c-.(' > § l,fO'f \ c+ Ok... I( j Y1cJ 1.AJ es 0 ~6 1 oJ~ \r'ifh1·n low +low -RuVl/IG, Sta3e/ 961a9e \11fov-rY10.tion .fu-r 80..sins Nov+h er-j Sovmc<~ SI e-va h' ci n Stvr~e- .3CY .f, 33 o,oo 3DB .o . ~ o .o ; t:leva.flon Sb-~~ .305.5" o .oo 3oro.o 0.00 3CA.o .f)JS-~ 0. 20 301.0 _Q_J;H---0 . D 8 3 10 .0 QA-5". 0-&f-0 .?1 ·300,0 ~ 0 .4/ 3 1\.o ~Ide> 1.4 2 30 6,? ~a .~~7 3 i i.S ~~ I , 81 · Nov+-h basi n wi'll ou.+--fo...11 Iv South b as in, r:-low wilf be Yes -1-n cftti fo G'1U· c$ 19llowcci ouJRow 1v pyo 1'Y10 le use, d en ·h·re volum e.. " ~uJh bCtSifl Wi l \ ou.fful/ fo low {)_veD.. w1fhi n SOu.fueast-C..O vn eAt of -s iic, thtvlce-+Ylro~h Ctvl e.x.ist\i;g svJitle, on e.astc.v .~ side. of s i-k_ SITECH ENGINEERING CORPORATION CIVIL ENGINEERS 2202 TIMBERLOCH PLACE SUITE 100 11-iE WOODLANDS, TEXAS 77380 SHEET CALCS . CHECK PROJECT WORK AREA JOB NO. &v. 8/25""/q7 D ... n 1 , ~ ;,...,..., Ou+-+low (Reh fo S ·h'lA dures w ere Appc.nc:J '° x c .) OuJI 6/-s vv i // be a rneJal p ici.k on one. s/cle.-,, a.s a J 'unch 'on box wiH1 bo /ie.d 1>-do ./-he__ w alls of-fhe, box. !he-p /C{k wt'i( hove-t{ e;'rcu lor open 1 y !Dr /ow f'lovv and h!!Jher · f;qucrJ::y ev<Vlts (;·.e . S-y~r ancl .. 30"' IO-yecw) ~ plus a A-5 ° V-tJok-.-h vveir k>r-lower .fa:_9uenc:; events (i.e. 25-; So-al'k.l !u O-y c:ctv). A. Re s u_ln ·r:_g S·~cfure £~ tVor·tt-,,, !bnd. 12 11 ~ ¢ · circ.u.Jor open0.J af Ekv. 307;35' 15 % V-nokh we;r-a1 El ~ JOCJ .6 30° 8. Res u..lf>"!J Shv.cfv. r-e. ./Or-Sot.A ff1 PoDo( /5'' ~ ~ c-1,~uJor cpv'11y al:.. Ele v. 3os.5o ~ V-nolch IN'e-t..-o~ t:~I. .;Jo?;¢- 30• 307-25 SITECH ENGINEERING CORPORATION CIVIL ENGINEERS 2202 TIMBERLOCH PLACE SUITE 100 TH E WOODLANDS , TEXAS 77380 SHEET OF ':t BY DATE CAL CS . CHEC K PROJECT /-lr-;l/em a n A--V-vrlS WORK AREA JOB NO. ,,,_.:; OL,--(}0 I Re-v, B/2-€/Cf 7- P-., t') /,t.( /O--Z De-pve..ss l:::ie,.,--rr, ~" fur-I ~,, L) 1-o provt'd0 e.rne-3c/l<J ovev-f-lovv l~v ~_qi<. flow. Use . Q "' CL J-1 3 /z C "' approx . 3 ,0 /Or f/-=o O . .S 1 bofh /Oces /rd/ned ) (Table-5-9 _) l!J . £'-L/q )· /-hndhcok:d-fA;drau_/;C;,s /{i1!J & 8rafe.r-) f. No1~f+, &s ;0 9q,4- Q:= ~ c~.s l= . Q C l-r3/z sq.4- ~ ( 3 .0 )( (),5) 3/z. 2 Soufh Bo.si n , 108,1 Q -~--,./ "1 f ·S .;) -.:Y' ~.) '---- L ~ Q c:: /-f 31~ ::. 108, '/ ~ f!.o ){o,_s-)312 SITECH ENGINEERING CORPORATION CIVIL ENGINEERS 2202 TIMBERLOCH PLACE SUITE 100 THE WOODLANDS , TEXAS 77380 ID2 .. ' 3o. s ·1 (s"cAy 0s 1 ) Elev, 3 f I. s- Elev, 308. S- SHEET -:;. OF 1 BY DATE CAL CS . L~M p,,75.q7 CHECK PROJECT 1:-h I krn:lfJ .£rrns WORK AREA JOB NO. &53-001 Rev. 6·25-17- D""·'/ a. u a7 I APPENDIX C ROUTING CALCULATIONS HYDROGRAPHS I POND-2 Version: 4.10 S/N: 88021173 Executed 09-11-1997 08:24:16 Constructed file: C:CSN5PO.HYD Input Data for Hydr ograph VOLUME = 57,45 4 cu .ft. = 1.32 ac-ft POND-2 Version: 4.10 Time (hrs) 0.00 0 .20 0.59 3.00 S /N: 88021173 Flow (c f s) o.o 54.1 0.0 0.0 Executed 09-11-1997 08:24:16 Constructed file: C:CSN5PO .HYD File Summary for Co n st ru cted Hydrograph VOLU ME = 57,454 cu .ft. = 1. 32 ac-ft Ti me Flow (h rs ) (cfs) ------------ o.oo 0.0 0.10 27.1 0.20 54.1 0 .3 0 4 0 .6 0.39 27.0 0 .49 13.5 0.59 0.0 0.69 0.0 0.79 o .o 0 .89 0.0 0.98 0 .0 1. 08 0.0 1.18 o .o 1. 28 0 .0 1.38 o .o 1.48 o.o 1. 57 o .o 1. 67 0.0 1. 77 o .o 1. 87 o .o 1 .97 0 .0 2.07 0 .0 2 .16 0.0 2.26 0 .0 2.36 0 .0 2.46 0.0 2.56 o .o 2.66 0.0 2.76 0 .0 2.85 0.0 2.95 0 .0 Page 1 of 2 Page 2 of 2 POND-2 Version: 4.10 S/N: 88021173 Executed 09-11-1997 08:35:07 Constructed file: C:CSS5PO.HYD Input Data for Hydrograph VOLUME = POND -2 Version: 4.10 11,257 cu.ft. = Tim e (hrs) o.oo 0.18 0.53 3 .00 S/N: 88021173 Flow (cfs) o.o 11. 8 0.0 o.o 0 .26 ac -ft Executed 09-11-1997 08:35:07 Constructed file: C :CSS5PO .HYD Fi l e Summar y for Constructed Hydrograph VOLUME = 11,257 cu.ft . = Time (hrs) 0 .0 0 0.09 0 . 18 0 .27 0.35 0.44 0.5 3 0.62 0 .7 1 0.80 0 .88 0.97 1. 06 1. 15 1.2 4 1. 33 1.41 1. 50 1. 59 1.68 1.77 1 .86 1. 94 2.03 2.12 2.21 2 .30 2.39 2.48 2.56 2.65 2.74 2.83 Flow (cfs) o.o 5 .9 11.8 8 .8 5 .9 2.9 0 .0 0 .0 o.o o .o 0.0 0.0 o.o o.o o.o 0.0 o.o 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 o.o o.o 0.0 o.o o.o o.o 0.26 ac -ft Page 1 of 2 Pa g e 2 of 2 POND-2 Version: 4.10 S/N: 88021173 Executed 09-11-1997 09:03:25 File Summary for Composite Hydrograph Time CSNOUT CSS5PO (hrs) (cfs) (cfs) 0.00 0.0 0.0 0.09 1.4 5.8 0.18 3.2 11.6 0.27 4.9 9.0 0.35 6.8 6.1 0.44 8.3 3.2 0.53 8.8 0.3 0.62 8.6 0.0 0.71 7.9 0.0 0.80 7.3 0.0 0.88 6.7 o.o 0.97 6.2 0.0 1.06 5.8 o.o 1.15 5.6 0.0 1.24 5.3 o.o 1.33 5.1 0.0 1.41 4.9 0.0 1.50 4.7 0.0 1.59 4.5 0.0 1.68 4.4 0.0 1.77 4.2 0.0 1.86 4.0 o.o 1.94 3.9 o.o 2.03 3.8 0.0 2.12 3.7 o.o 2.21 3.5 0.0 2.30 3.4 0.0 2.39 3.3 0.0 2.48 3.2 o.o 2.56 3.1 0.0 2.65 3.0 o.o 2.74 2.8 0.0 2.83 2.6 0.0 2.92 2.4 0.0 3.01 Missing 0.0 CSS5IN (Total) 0.0 7.2 14.8 13.9 12.9 11. 4 9.1 8.6 7.9 7.3 6.7 6.2 5.8 5.6 5.3 5.1 4.9 4.7 4.5 4.4 4.2 4.0 3.9 3.8 3.7 3.5 3.4 3.3 3.2 3. 1 3.0 2.8 2.6 2.4 0.0 >>>>>>>>>>>>>>>>> SUMMATION WARNING <<<<<<<<<<<<<<<<< Peaks were missed during interpolation for the following files: C:CSNOUT.HYD C:CSS5PO.HYD Page 1 of 1 POND-2 Version: 4.10 S/N: 88021173 Executed 09-11-1997 08:25:34 Constructed file: C:CSNlOPO.HYD Input Data for Hydrograph VOLUME = 63,826 cu.ft. = 1.47 ac-ft POND-2 Version: 4.10 Time (hrs) 0.00 0.20 0.59 3.00 S/N: 88021173 Flow (cfs) 0.0 60.1 0.0 o.o Executed 09-11-1997 08:25:34 Constructed file : C :CSNlOPO .H YD File Summary for Constructed Hydrograph VOLUME = 63,826 cu.ft . = 1. 47 ac-ft Time Flow (hrs) (cfs) ------------ 0.00 o.o 0. 10 30.1 0.20 60.1 0.30 45 .0 0.39 30.0 0.49 15 .0 0.59 0.0 0.69 o.o 0.79 o.o 0.89 0.0 0.98 0.0 1. 08 0.0 1.18 0.0 1. 28 o.o 1. 38 0.0 1. 48 o.o 1. 57 o.o 1. 67 o.o 1. 77 o.o 1. 87 o.o 1. 97 0.0 2.07 o.o 2.16 o.o 2.26 0.0 2.36 0.0 2.46 0.0 2.56 0.0 2.66 o.o 2.76 o.o 2.85 o.o 2.95 0.0 Page 1 of 2 Page 2 of 2 POND-2 Version: 4.10 S/N: 88021173 Executed 09-11-1997 08:36:03 Constructed file: C:CSSlOPO.HYD Input Data for Hydrograph VOLUME = 12,593 cu.ft. = 0.29 ac-ft POND-2 Version: 4.10 Time (hrs) o.oo 0. 18 0.53 3.00 S/N: 88021173 Flow (cfs) o.o 13.2 o.o o.o Executed 09-11-1997 08:36:03 Constructed file: C:CSSlOPO.HYD File Summar y for Constructed Hydro graph VOLUME = 12,593 c u.ft. = 0.29 ac-ft Time Flow (hrs) (cfs) ------------ o.oo o.o 0.09 6.6 0.18 1 3 .2 0.27 9.9 0.35 6.6 0.44 3.3 0.5 3 o.o 0.62 0.0 0.71 0.0 0.80 0.0 0.88 o.o 0.97 0.0 1. 06 o.o 1.1 5 o.o 1. 24 0.0 1.33 0.0 1. 41 0.0 1.50 o.o 1 .59 0.0 1. 68 0.0 1. 77 o .o 1. 86 o.o 1. 94 o.o 2.03 0.0 2.12 o.o 2.21 0.0 2.30 0.0 2.39 0.0 2.48 0.0 2.56 0.0 2.65 0.0 2.74 o.o 2.83 0.0 Page 1 of 2 Page 2 of 2 POND-2 Version: 4.10 S/N: 88021173 Page 1 of 1 Executed 09-11-1997 09:11:07 File Summary for Composite Hydrograph Time CSNOUT CSSlOPO CSSlOIN (hrs) (cfs) (cfs) (Total) --------------------------------0.00 0.0 0.0 0.0 0.09 1.5 6.5 8.0 0.18 3.4 13.0 16.4 0.27 5.5 10.1 15.6 0.35 7.8 6.8 14.6 0.44 9.6 3.6 13.2 0.53 10.4 0.4 10.7 0.62 9.9 0.0 9.9 0.71 9.0 0.0 9.0 0.80 8.3 0.0 8.3 0.88 7.7 o.o 7.7 0.97 7. 1 0.0 1.1 1. 06 6.5 0.0 6.5 1. 15 6.1 0.0 6.1 1. 24 5.7 0.0 5.7 1.33 5.5 0.0 5.5 1. 41 5.3 o.o 5.3 1.50 5.0 o.o 5.0 1. 59 4.8 o.o 4.8 1.68 4.7 o.o 4.7 1. 77 4.5 o.o 4.5 1. 86 4.3 0.0 4.3 1. 94 4.1 0.0 4.1 2.03 4.0 0.0 4.0 2.12 3.9 0.0 3.9 2.21 3.7 o.o 3.7 2.30 3.6 0.0 3.6 2.39 3.5 0.0 3.5 2.48 3.4 0.0 3.4 2.56 3.3 0.0 3.3 2.65 3.2 0.0 3.2 2.74 3.0 0.0 3.0 2.83 2.9 0.0 2.9 2.92 2.7 o.o 2.7 3.01 Missing 0.0 0.0 >>>>>>>>>>>>>>>>> SUMMATION WARNING <<<<<<<<<<<<<<<<< Peaks were missed during interpolation for the following files: C:CSNOUT.HYD C:CSSlOPO.HYD POND-2 Version: 4.10 S/N: 88021173 Executed 09-11-1997 08:26:22 Constructed file: C:CSN25PO.HYD Input Data for Hydrograph VOLUME = 73,384 cu.ft. = 1.68 a c-ft POND-2 Version: 4.10 Time (hrs) 0.00 0.20 0.59 3.00 S/N: 880~1173 Flow (cfs) o.o 69.1 0.0 o.o Ex e c uted 09-11-1997 08:26:22 Constru c ted file: C:CSN25PO.HYD Fi le Summ a r y for Constru ct ed Hydro g raph VOLUME = 73,384 c u.ft. = 1.68 a c -ft Time Flow (hrs) (cfs) ------------ o.oo o.o 0.10 34.6 0.20 69.1 0.30 51.8 0.3 9 34.5 0.49 17.2 0.59 0.0 0.69 0.0 0.79 0.0 0.89 0.0 0.98 0.0 1. 08 0.0 1.18 0.0 1. 28 0.0 1. 38 0.0 1. 48 0.0 1. 57 o.o 1. 67 o.o 1.77 0.0 1. 87 0.0 1. 97 0.0 2.07 0.0 2.16 0.0 2.26 0.0 2.36 o.o 2.46 0.0 2.56 o.o 2.66 0.0 2.76 0.0 2.85 0.0 2.95 o.o Page 1 of 2 Page 2 of 2 POND-2 Ve rsion: 4 .10 S/N: 88021173 Executed 09-11-1997 08:36:56 Constructed file: C:CSS25PO.HYD Input Data for Hydrograph VOLUME = 14,405 cu .ft . = 0.33 ac-ft POND-2 Version: 4 .10 Time (hrs) o.oo 0.18 0.53 3 .00 S/N: 88021173 Flow (cfs) o .o 15.1 0.0 0.0 Executed 09-11-1997 08:36:56 Constructed file: C :CS S25PO .HYD File Summary for Constructed Hydrograph VOLUME = 14,405 cu.ft . = 0 .33 ac-ft Time Flow (h rs) (cfs) ------------ o.oo o.o 0.09 7.6 0. 18 15.1 0 .27 11. 3 0 .35 7.5 0.44 3.8 0.5 3 0 .0 0 .62 0.0 0.71 o.o 0.80 0.0 0 .88 o .o 0.97 0.0 1. 06 0.0 1. 15 0.0 1. 24 0.0 1.33 0.0 1.41 o.o 1. 50 o.o 1.5 9 0 .0 1. 68 0.0 1. 77 o.o 1. 86 0.0 1. 94 o.o 2.03 0.0 2 .12 o.o 2.21 0.0 2.30 o.o 2.39 0.0 2.48 o.o 2.56 0.0 2.65 0.0 2.74 o.o 2.83 0.0 Page 1 of 2 Page 2 of 2 POND-2 Version: 4.10 S/N: 88021173 Page 1 of 1 Executed 09-11-1997 09:24:56 File Summary for Composite Hydrograph Time CSNOUT CSS25PO CSS25IN (hrs) (cfs) (cfs) (Total) --------------------------------o.oo 0.0 O;O 0.0 0.09 1.6 7.5 9.1 0.18 3.7 14.8 18.6 0.27 6.5 11.5 18.0 0.35 9.7 7.8 17.5 0.44 12.2 4.1 16.4 0.53 13.2 0.4 13.6 0.62 12.4 0.0 12.4 0.71 10.9 0.0 10.9 0.80 9.6 0.0 9.6 0.88 8.9 0.0 8.9 0.97 8.2 0.0 8.2 1. 06 7.6 o.o 7.6 1.15 7.0 0.0 7.0 1. 24 6.5 0.0 6.5 1. 33 6.0 0.0 6.0 1. 41 5.7 0.0 5.7 1. 50 5.4 0.0 5.4 1. 59 5.2 0.0 5.2 1. 68 5.0 0.0 5.0 1. 7 7 4.8 0.0 4.8 1.86 4.6 0.0 4.6 1.94 4.4 0.0 4.4 2.03 4.3 0.0 4.3 2.12 4.1 o.o 4.1 2.21 4.0 0.0 4.0 2.30 3.8 0.0 3.8 2.39 3.7 0.0 3.7 2.48 3.6 0.0 3.6 2.56 3.5 0.0 3.5 2.65 3.4 0.0 3.4 2.74 3.2 0.0 3.2 2.83 3 . 1 0.0 3. 1 2.92 3.0 0.0 3.0 3.01 Missing 0.0 0.0 >>>>>>>>>>>>>>>>> SUMMATION WARNING <<<<<<<<<<<<<<<<< Peaks were missed during interpolation for the following files: C:CSNOUT.HYD C:CSS25PO.HYD POND-2 Version: 4.10 S/N: 88021173 Executed 09-11-1997 08:27:14 Constructed file: C:CSN50PO.HYD Input Data for Hydro g raph VOLUME = 83,048 c u.ft. = 1.91 ac-ft POND-2 Version: 4.10 Time (hrs) o.oo 0.20 0.59 3.00 S/N: 88021173 Flow (c fs) o.o 78.2 0.0 0.0 Executed 09-11-1997 08:27:1 4 Constructed file: C :CSN5 0PO.H YD File Summary for Constru c ted Hy dro grap h VOLUME = 83 ,0 48 cu .ft. = 1. 91 ac-ft Time Flow (hrs) (cfs) ------------ 0.00 0.0 0.10 39 .1 0.20 78.2 0.30 58 .6 0.39 39.1 0.49 19.5 0.59 0.0 0.69 o.o 0.79 o.o 0.89 0.0 0.98 o.o 1. 08 0.0 1. 18 0.0 1. 28 o.o 1. 38 0.0 1. 48 0.0 1. 5 7 0.0 1.67 0.0 1. 77 0.0 1. 87 0.0 1.97 0.0 2.07 0.0 2.16 0.0 2.26 0.0 2.36 0.0 2.46 0.0 2.56 0.0 2.66 o.o 2.76 0.0 2.85 0.0 2.95 o.o Page 1 of 2 Page 2 of 2 POND-2 Version: 4.10 S/N : 88021173 Executed 09-11~1997 08:37:40 Constructed file: C:CSS50PO.HYD Input Data for Hydrograph VOLUME = 16, 313 cu . ft. = 0.37 ac-ft POND-2 Version: 4.10 Time (hrs) 0.00 0.18 0.53 3.00 S/N: 88021173 Flow (cfs) o.o 17.1 0.0 0.0 Executed 09-11-1997 08:37:40 Constructed file: C:CSS50PO .H YD File Summary for Constructed Hydrograph VOLUME = 16,313 cu .ft. = 0.37 ac-ft Time Flow (hrs) (cfs) ------------ 0.00 0.0 0.09 8.6 0. 18 17.1 0.27 12.8 0.35 8.5 0.44 4.3 0.53 o.o 0.62 o.o 0.71 0.0 0.80 0.0 0.88 0.0 0.97 o.o 1. 06 o.o 1. 15 0.0 1. 24 0.0 1. 33 0 .0 1. 41 o.o 1. 50 o.o 1. 59 0.0 1. 68 0.0 1. 77 0.0 1. 86 0.0 1. 94 0.0 2.03 0.0 2.12 o.o 2.21 o.o 2.30 o.o 2.39 0.0 2.48 0.0 2.56 0.0 2.65 0.0 2.74 0.0 2.83 0.0 Page 1 of 2 Page 2 of 2 POND-2 Version: 4.10 S/N: 88021173 Page 1 of 1 Executed 09-11-1997 09:31:43 File Summary for Composite Hydrograph Time CSNOUT CSS50PO CSS50IN (hrs) (cfs) (cfs) (Total) ---------------- ----------------0.00 0.0 0.0 o.o 0.09 1. 8 8.4 10.2 0.18 4.1 16.8 20.9 0.27 7.6 13.0 20.6 0.35 11. 9 8.8 20.7 0.44 15.1 4.7 19.7 0.53 16.0 0.5 16.4 0.62 15.0 o.o 15.0 0.71 13.2 0.0 13.2 0.80 11. 6 0.0 11.6 0.88 10.2 o.o 10.2 0.97 9.3 0.0 9.3 1. 06 8.5 o.o 8.5 1. 15 7.9 0.0 7.9 1. 24 7.3 o.o 7.3 1. 33 6.7 0.0 6.7 1. 41 6.2 0.0 6.2 1. 50 5.8 0.0 5.8 1.59 5.5 o.o 5.5 1. 68 5.3 0.0 5.3 1. 77 5.1 0.0 5.1 1. 86 4.9 0.0 4.9 1. 94 4.7 0.0 4.7 2.03 4.5 0.0 4.5 2.12 4.4 o.o 4.4 2.21 4.2 0.0 4.2 2.30 4.0 0.0 4.0 2.39 3.9 0.0 3.9 2.48 3.8 o.o 3.8 2.56 3.6 0.0 3.6 2.65 3.5 0.0 3.5 2.74 3.4 o.o 3.4 2.83 3.3 0.0 3.3 2.92 3.2 o.o 3.2 3.01 Missing 0.0 0.0 >>>>>>>>>>>>>>>>> SUMMATION WARNING <<<<<<<<<<<<<<<<< Peaks were missed during interpolation for the following files: C:CSNOUT.HYD C:CSS50PO.HYD POND-2 Version: 4.10 S/N: 88021173 Executed 09-11-1997 08:28:05 Constructed file: C:CSNlOOPO.HYD Input Data for Hydro graph VOLUME = 94,943 cu.ft . = 2.18 ac-ft POND-2 Version: 4.10 Time (hrs) 0.00 0.20 0.59 3.00 S/N: 88021173 Flow (cfs) o.o 89.4 0.0 o.o Executed 09-11-1997 08:28:05 Constructed file: C:CSNlOOPO .H YD File Summary for Constructed Hydrograph VOLUME = 94,943 cu.ft . = 2.18 ac-ft Time Flow (hrs) (cfs) ------------ o.oo 0.0 0.10 44.7 0.20 89 .4 0.30 67.0 0.39 44.6 0.49 22.3 0 .59 o.o 0.69 0.0 0.79 0.0 0.89 0.0 0.98 o .o 1. 08 0.0 1. 18 o.o 1. 28 0.0 1. 38 o.o 1. 48 0.0 1.57 o.o 1. 67 o.o 1. 77 0.0 1. 87 0.0 1. 97 0.0 2.07 0.0 2.16 o.o 2.26 0.0 2.36 0.0 2.46 0.0 2.56 0.0 2.66 0.0 2.76 o.o 2.85 0.0 2.95 o.o Page 1 of 2 Page 2 of 2 POND-2 Version: 4 .10 S/N: 88021173 Executed 09-11-1997 08:38:24 Constructed file: C:CSSlO OPO.H YD Input Data for Hydrograph VOLUME = 18,412 cu.ft. = 0.42 ac-ft POND-2 Version: 4 .10 Time (hrs) 0.00 0.18 0.53 3.00 S/N: 88021173 Flow (cfs) 0.0 19.3 0.0 o.o Executed 09-11-1997 08:38:24 Constructed file: C:CSSlOOPO .HYD File Summary for Constructed Hydrograph -VOLUME = 18,412 cu.ft. = 0.42 ac-ft Time Flow (hrs) (cfs) ------------ 0.00 0.0 0.09 9.7 0. 18 19.3 0.27 14.5 0.35 9 .6 0.44 4.8 0.53 0 .0 0.62 0.0 0.71 0 .0 0.80 0.0 0.88 o.o 0.97 0.0 1. 06 0.0 1. 15 0.0 1. 24 0.0 1. 33 0.0 1. 41 0.0 1. 50 0.0 1. 59 o.o 1. 68 0.0 1. 77 o.o 1.86 0.0 1. 94 o.o 2 .03 o.o 2.12 0.0 2.21 0.0 2.30 o.o 2.39 o.o 2.48 0.0 2.56 o.o 2.65 0.0 2.74 o.o 2.83 o.o Page 1 of 2 Page 2 of 2 POND-2 Version: 4.10 S/N: 88021173 Page 1 of 1 Executed 09-11-1997 09:44:11 File Summary for Composite Hydrograph Time CSNOUT CSSlOOPO CSSlOOIN (hrs) (cfs) (cfs) (Total) --------------------------------o.oo o.o o.o 0.0 0.09 2.0 9.5 11. 5 0.18 4.5 19.0 23.5 0.27 9.4 14.8 24.1 0.35 15.0 9.9 25.0 0.44 19. 1 5.2 24.3 0.53 20.2 0.5 20.7 0.62 18.4 0.0 18.4 0.71 15.6 0.0 15.6 0.80 13.8 0.0 13.8 0.88 12.1 0.0 12.1 0.97 10.7 0.0 10.7 1. 06 9.6 o.o 9.6 1.15 8.8 o.o 8.8 1. 24 8. 1 0.0 8.1 1. 33 7.5 0.0 7.5 1. 41 6.9 o.o 6.9 1.50 6.4 0.0 6.4 1. 59 5.9 0.0 5.9 1.68 5.6 0.0 5.6 1. 77 5.4 0.0 5.4 1. 86 5.2 0.0 5.2 1. 94 5.0 0.0 5.0 2.03 4.8 o.o 4.8 2. 12 4.6 0.0 4.6 2. 21 4.4 0.0 4.4 2.30 4.2 0.0 4.2 2.39 4.1 0.0 4.1 2.48 3.9 0.0 3.9 2.56 3.8 o.o 3.8 2.65 3.7 o.o 3.7 2.74 3.6 0.0 3.6 2.83 3.4 0.0 3.4 2.92 3.3 0.0 3.3 3.01 Missing o.o o.o >>>>>>>>>>>>>>>>> SUMMATION WARNING <<<<<<<<<<<<<<<<< Peaks were missed during interpolation for the following files: C:CSNOUT.HYD C:CSSlOOPO.HYD POND VOLUMES I I POND-2 Version: 4.10 S/N: 88021173 Revised Northerly Basin -Holleman Arms Apts. Outfall to Southerly Basin CALCULATED 09-11-1997 07:58:46 DISK FILE : C:CSNORTH .VOL Planimeter scale: 1 inch = 208.7103 3 ft. * Elevation (ft) Planimeter (sq.in.) Area (acres) Al+A2+sqr(Al*A2) (acres) Volume (a c re-ft) Volume Sum (acre-ft) 307.15 0.00 0.00 0.00 0 .0 0 0.00 308 .0 0 0.05 0.05 0.05 0.01 0.01 309.00 0.37 0.37 0.56 0 .1 9 0.20 310 .00 0.66 0.66 1. 52 0.51 0.71 3 11.00 0 .77 0.77 2.14 0.71 1. 42 312 .00 0.8 5 0.85 2.43 0.81 2.23 2 IA= (sq.rt(Ar eal) + ((Ei -El)/(E2-El))*(sq.rt(Area2)-sq.rt(Are a l))) where: El, E2 Ei Ar eal ,Ar ea2 IA = Closest tw o elevations with planim eter d ata = Elevation at which to interpolate area =Areas computed for El, E2 , respectively = Inte r polated area for Ei * Incremental volu me computed by t h e Con i c Method for Reservoir Volumes. Volum e= (1/3) * (EL2-EL1) * (Areal+ Area2 + sq.rt.(Areal*Area2)) wher e : ELl, EL2 Are al,Area2 Volume = Lower and upp er e levat ions of the increment -Areas comp ute d fo r EL l , EL2, respectively = I n crementa l volume b etween ELl and EL2 POND-2 Version: 4.10 S/N: 88021173 Revised Southerly Basin -Holleman Arms Apartments Outfall to SE corner of site CALCULATED 08 -2 5 -1997 15:05:19 DISK FILE : C:CSSOUTH .VOL Planimeter scale: 1 inch = 208.71033 ft. Elevation (ft) Planimeter (sq.in.) Area ·(acres) Al+A2+sqr(Al*A2) (acres) * Volume (acre-ft) Volume Sum (acre-ft) ------~-----------------------------------------------~------------------- 305.50 0.00 0.00 0.00 o.·oo 0.00 306.00 0.01 0.01 0.01 0.00 0.00 307.00 0.19 0.19 0.23 0.08 0.08 308.00 0.50 0.50 1.00 0.33 0.41 309.00 0.58 0.58 1.62 0.54 0.95 2 IA= (sq.rt(Areal) + ((Ei-El)/(E2-El))*(sq.rt(Area2)-sq.rt(Areal))) where: El, E2 Ei Areal,Area2 IA = = = = Closest two elevations with planimeter data Elevation at which to interpolate area Area s computed for El, E2, re spectively Interpol ated area for Ei * Incremental vol ume co mputed by the Conic Method for Reservoir Vol um es . Volum e= (1/3) * (EL2-EL1) *(Areal+ Area2 + sq.rt.(Areal*Area2 )) wh ere: Ell, EL2 Areal,Area2 Volume = Lower and upp er elevatio ns of the incremen t = Area s computed for Ell, EL2, respectivel y = Increme~t al volume between Ell and EL 2 "".·;.· ·, .· :~ .·· ·.·;,:. OUTFLOW STRUCTURES Outlet Structure File: CSNORTH .STR POND-2 Version: 4.10 S/N: 88021173 Date Executed: 09-11-1997 Time Executed: 08:48:35 *************************************************************** Northerly pond at Holleman Arms Apartments Inflows from two storm sewer systems; Outflow to southerly pond 12-inch pipe at 307.15; 30-degree V-notch weir at 309.50 *************************************************************** ***** COMPOSITE OUTFLOW SUMMARY **** Elevation (ft) 307.15 307.65 308.15 308.65 309.15 309.65 310.15 310.65 311.15 311.50 311.65 312.00 Q (cfs) 0.0 o.o 0.0 1. 5 3.0 4.1 5.8 9.6 16.2 22.8 26.1 0.0 Contributing Structures 1 1 1 +2 1 +2 1 +2 1 +2 1 +2 1 +2 Outlet Structure File: CSNORTH .STR POND-2 Version: 4 .10 S/N: 88021173 Date Executed: 09-11-1997 Time Executed: 08:48:35 *************************************************************** Northerly pond at Holleman Arms Apartments Inflows from two storm sewer systems; Outflow to southerly pond 12-inch pipe at 307.15; 30-degree V-notch weir at 309.50 *************************************************************** Outlet Structure File: C:CSNORTH .STR Planimeter Input File: C :CSNORTH .VOL Rating Table Output File: C:CSNORTH .PND Min. Elev .(f t) = 3 07.15 Max. Elev .(ft) = 312 Incr.(ft) = .5 Additional elevations (ft) to be included in table: * * * * * * * * * * * * * * * * * * * * * * * * * * 311.50 ********************************************** SYST EM CONNECTIVITY ********************************************** Structure ORIFICE-VC WEIR-VN No. 1 2 + Q Table -> 1 -> Q Table 1 A Outflow rating table summary was stored in file C:CSNORTH ;PND Outlet Structure File: CSNORTH .STR POND-2 Version: 4.10 S/N: 88021173 Date Executed: 09-11-1997 Time Executed: 08:48:35 *************************************************************** Northerly pond at Holleman Arms Apartments Inflows from two storm sewer systems; Outflow to southerly pond 12-inch pipe at 307.15; 30-degree V-notch weir at 309.50 *************************************************************** >>>>>> Structure No. 1 <<<<<< (Input Data) ORIFICE-VC Or ifice -Vertical Circ u lar El elev .(ft)? E2 elev .(f t )? Orifice coeff .? Invert e le v .(ft)? Datum elev.(ft)? Di ame ter (ft)? 308 .50 312 0.6 307 .15 308.5 1. 00 Outlet Structure File: CSNORTH .STR POND-2 Version: 4.10 S/N: 88021173 Date Executed: 09-11-1997 Time Exe c uted: 08:48:35 *************************************************************** Northerly pond at Holleman Arms Apartments Inflows from two storm sewer systems; Outflow to southerly pond 12-inch pipe at 307 .1 5; 30-degree V-notch weir at 3 09.50 *************************************************************** >>>>>> Structure No . 2 <<<<<< (Input Data) WEIR-VN Weir -V-Notched El elev .(ft)? E2 e lev. (ft)? V-Notch coefficient? Invert elev. (ft)? Notc h angle (degrees)? 309 .5 3 12.0 2.5 309 .5 3 0 Outlet Structure File: CSNORTH .STR POND-2 Version: 4.10 S/N: 88021173 Date Executed: 09-11-1997 Time Executed: 08:48:35 *************************************************************** Northerly pond at Holleman Arms Apartments Inflows from two storm sewer systems; Outflow to southerly pond 12-inch pipe at 307 .15; 30-degree V-notch weir at 309 .50 *************************************************************** Outflow Rating Table for Structure #1 ORIFICE-Ve Orifice -Vertical Circular Elevation (ft) Q (c fs) Computation Messages --------------------------------------------- 307.15 0 .0 E < E1=308 .50 307.65 0 .0 E < E1=308.50 308.15 o .o E < El=308.50 308 .6 5 1.5 H = . 1 5 309 .1 5 3.0 H = .65 309 .6 5 4 .1 H = 1.15 310 .1 5 4 .9 H = 1. 65 310.65 5.5 H = 2 .15 311 .15 6 .2 H = 2.65 311.50 6 .6 H = 3.0 311 .6 5 6.7 H = 3 .1 5 312.00 0.0 E = or > E2=31 2 c = . 6 A = . 7853982 sq.ft . H (ft) = Table elev. -Datum elev . ( 308 .5 ft ) Q (cfs) = c * A * sqr(2g * H) Outlet Structure File: CSNORTH .STR POND-2 Version: 4.10 S/N: 88021173 Date Executed: 09-11-1997 Time Executed: 08:48:35 *************************************************************** Northerly pond at Holleman Arms Apartments Inflows from two storm sewer systems; Outflow to southerly pond 12-inch pipe at 307.15; 30-degree V-notch weir at 309.50 *************************************************************** Outflow Rating Table for Structure #2 · WEIR-VN Weir -V-Notched ***** INLET CONTROL ASSUMED ***** Elevation (ft) Q (cfs) Computation Messages --------------------------------------------- 307.15 307 .65 308.15 308 .6 5 309 .1 5 309.65 310 .1 5 310.65 311 .15 311.50 311 .65 312.00 c = 2.5 H (ft) Q (cfs) 0.0 E < Inv.El .= 309.5 0.0 E < Inv .El.= 309 .5 o.o E < Inv.El.= 309.5 o .o E < Inv .E l .= 309 .5 0.0 E < Inv .El.= 309.5 0 .0 H = .15 1.0 H = .65 4 .1 H = 1. 15 10.0 H = 1.65 16.2 H = 2.0 19.4 H = 2 .1 5 0.0 E = or > E2=312.0 angl e (d e g) = 30 = Table e lev. -Invert elev. ( 309. 5 f t ) = C * (8.0/15.0) * \/2g * TAN(angle/2.0) * (H**2.5) = 10.7 * TAN(15.0) * (H**2 .5) Outlet Structure File: CSNORTH .STR POND-2 Version: 4.10 S/N: 88021173 Date Executed: 09-11-1997 Time Executed: 08:48:35 *************************************************************** Northerly pond at Holleman Arms Apartments Infl ows from two storm sewer systems; Outflow to southerl y pond 12-inch pipe at 307.15; 30-degree V-notch weir at 3 09.50 *************************************************************** Outflow Rating Table A Table A = 1 + 2 Elevatio n (f t) Q (cfs) Contri bu ti ng Structures 307 .15 30 7.6 5 308 .15 308 .6 5 309 .15 309 .65 310 .15 310 .65 311 .15 311 .50 311 .65 312 .00 o.o 0.0 o .o 1. 5 3 .0 4.1 5 .8 9.6 16 .2 22.8 26 .1 o.o 1 1 1 +2 1 +2 1 +2 1 +2 1 +2 1 +2 Outlet Structure File: CSSOUTH .STR POND-2 Version: 4.10 S/N: 88021173 Date Ex ecuted: 09-11-1997 Time Ex ecuted: 08:53:21 .. **************************************************************** Southerly pond at Holl e man Arms Apartments Inflow from one storm sewer system and northerly pond Outfl ow: 15 -inch pipe at 305.5; 30-d eg ree V-notch weir at 307.25 **************************************************************** ***** COMPOSITE OUTFLOW SUMMARY **** E levation (ft) 305 .50 306 .00 306 .50 307 .00 307 .50 308.00 308 .5 0 309 .00 Q (cfs) 0.0 0 .0 0.0 5.5 7.0 9 .5 14.1 0 .0 Contr ibut ing Structures 1 1 +2 1 +2 1 +2 Outlet Structure File: CSSOUTH .STR POND-2 Version: 4.10 S/N: 88021173 Date Executed: 09-11-1997 Time Executed: 08:53:21 **************************************************************** Southerly pond at Holleman Arms Apartments Inflow from one storm sewer system and northerly pond Outflow: 15-inch pipe at 305.5; 30-degree V-notch weir at 307.25 **************************************************************** Outlet Structure File: C:CSSOUTH .STR Planimeter Input File: C:CSSOUTH .VOL Rating Table Output File: C:CSSOUTH .PND Min. Elev .(ft) = 305.5 Max. Elev. (ft) = 309 Incr.(ft) = .5 Additional elevations (ft) t o be included in table: * * * * * * * * * * * * * * * * * * * * * * * * * * ********************************************** SYSTEM CONNECTIVITY ********************************************** Structure ORIFICE-Ve WEIR-VN No. 1 2 + Q Table -> 1 -> Q Table 1 A Outflow rating table summary was stored in file C:CSSOUTH .PND Outlet Structure File: CSSOUTH .STR POND-2 Version: 4.10 S/N: 88021173 Date Executed: 09-11-1997 Time Executed: 08:53:21 **************************************************************** South er ly pond at Holleman Arms Apartments Inf low from one storm sewer system and northerly pond Outflow: 15-inch pipe at 305.5; 30-degree V-notch weir at 307.25 **************************************************************** >>>>>> Structure No. 1 <<<<<< (Input Data) ORIFICE-VC Ori fice -Vertical Ci rcul ar El elev .(ft)? E2 elev.(ft)? Orific e coeff.? Invert e lev.(ft)? Datum elev.(ft)? Diam e ter (ft)? 306 .83 309 0.6 305 .5 306.125 1. 25 Outlet Structure File: CSSOUTH .STR POND-2 Version: 4.10 S/N: 88021173 Date Executed: 09-11-1997 Time Executed: 08:53:21 **************************************************************** South erly pond at Holleman Arms Apartments Inflow from one storm sewer system and northerly pond Outflow: 15-inch pipe at 3 05 .5; 30-degree V-notch weir at 307 .25 **************************************************************** >>>>>> Structure No. 2 <<<<<< (Input Data) WEIR-VN Weir -V-Notched El elev .(f t)? E2 elev .(ft)? V-Notch c oefficient ? Invert elev . (ft)? Notc h angle (degrees)? 307 .25 309.0 2.5 307.25 30 Outlet Structure File: CSSOUTH .STR POND-2 Version: 4 .10 S/N: 88021173 Date Executed: 09-11-1997 Time Executed: 08:53:21 **************************************************************** Southerly pond at Holleman Arms Apartments Inflow from one storm sewer system and north erly po nd Outflow: 15-inch pipe at 305.5; 30-degree V-notch weir at 307.25 **************************************************************** Outflow Rating Table for Structure #1 ORIFICE-Ve Orifice -Vertical Circular Elevation (ft) Q (cfs) Computation Messages --------------------------------------------- 305 .50 306.00 306.50 307 .00 307.50 308.00 308.50 309.00 c = .6 H (ft) Q (cfs) o.o E < E1=306.83 0.0 E < E1=306.83 o .o E < E1=306 .83 5 .5 H = .875 6 .9 H = 1.375 8.1 H = 1.875 9.1 H = 2.375 0.0 E = or > E2=309 A= 1.227185 sq .ft. = Table elev . -Datum elev. ( 306.12 5 ft I = C * A * sqr(2g * H) Outlet Structure File: CSSOUTH .STR POND-2 Version: 4.10 S/N: 88021173 Date Executed: 09-11-1997 Time Executed: 08:53:21 **************************************************************** Southerly pond at Holleman Arms Apartments Inflow from one storm sewer system and north erly pond Outflow: 15-inch pipe at 305 .5; 30-degree V-notch weir at 30 7.25 **************************************************************** Outflow Rating Table for Structure #2 WEIR-VN Weir -V-Notched ***** INLET CONTROL ASSUMED ***** Elevation (ft) Q (cfs) Computation Messages --------------------------------------------- 305.50 0.0 E < Inv.El.= 307.25 306.00 0.0 E < Inv.El.= 307.25 306.50 0.0 E < Inv.El.= 307.25 307.00 o.o E < Inv.El.= 307 .25 307.50 0.1 H = .25 308.00 1.4 H = .75 308.50 5.0 H = 1. 25 309.00 0.0 E = or > E2=309.0 angle (deg) = 30 c = 2.5 H (ft) = Table elev . -Invert elev . ( 307 .25 ft Q (cfs) = C * (8.0/15.0) * \/2 g * TAN(angle/2.0) * (H**2.5) = 10 .7 * TAN(15.0) * (H**2.5) Outlet Structure File: CSSOUTH .STR POND-2 Version: 4.10 S/N: 88021173 Date Executed: 09-11-1997 Time Executed: 08:53:21 **************************************************************** Southerly pond at Holleman Arms Apartments Inflow from one storm sewer system and northerly pond Outflow: 15-inch pipe at 305.5; 30-degree V-notch weir at 307.25 **************************************************************** Outflow Rating Table A Table A = 1 + 2 Elevation (ft) Q (cfs) Contributing Structures 305.50 306.00 306.50 307.00 307.50 308 .00 308.50 309.00 o.o 0.0 0.0 5.5 7.0 9.5 14.1 0.0 1 1 +2 1 +2 1 +2 POND ROUTINGS POND-2 Version: 4.10 S/N : 88021173 Page 1 of 3 ********************************************************************* * * * Northerly pond at Holleman Arms Apartments * * Inflows from two storm sewer systems; Outflow to southerly pond * * 12-inch pipe at 307.15; 30-d eg r ee V-notch weir at 309.50 * * 5-y ear Event * * * ********************************************************************* EXECUTED 09-11-1997 Disk Files: C:CSNORTH .PND , INITIAL CONDITIONS Elevation = Outflow = GIVEN POND DATA :ELE VATI ON : OUTFLOW : (ft ) (c f s ) STORA GE : (ac-ft) 3 07.15 0.0 08:57:06 C:CSN5PO .HYD ft c fs COMPUTATIONS 2S/t ( c fs) 2S/t + 0 (c f s ) ------------------'----------! ------------:------------- 3 07.1 5 3 07.6 5 3 0 8 .1 5 308 .6 5 3 09.1 5 3 09.65 3 10.1 5 3 10.65 3 11.15 31 1.50 31 1.65 0.0 o.o o.o 1. 5 3.0 4.1 5.8 9.6 16.2 22.8 26.1 I I 0.00 0.00 0.0 2 0.10 0.26 0.50 0.81 1.1 6 1.54 1. 82 1.94 Time incr e me nt 0.0 0.0 4.8 24.2 62.9 121.0 196.0 280.7 3 72.7 440.4 469.5 (t ) = 0.1 0 0 hrs. 0.0 0.0 4 .8 2 5 .7 65 • 9 I 1 25 .1 201.8 290.3 38 8 .9 4 6 3 .2 4 9 5.6 POND-2 Version: 4.10 S/N: 88021173 Pond File: C:CSNORTH .PND Inflow Hydrograph: C:CSN5PO .HYD Outflow Hydrograph: C:CSNOUT .HYD INFLOW HYDROGRAPH EXECUTED: 09-11-1997 08:57:06 ROUTING COMPUTATIONS Page 2 of 3 ------------------------------------------------------TIME : INFLOW : (hrs) : (cfs) Il+I2 2S/t -0 I 2S/t + 0 I OUTFLOW :ELEVATION: I I --------,--------0.000 : 0.100 0.200 0.300 0.400 0.500 0.600 0.700 0.800 0.900 1.000 1.100 1.200 1.300 1.400 1.500 1.600 1.700 1.800 1.900 2.000 2.100 2.200 2.300 2.400 2.500 2.600 2.700 2.800 2.900 3.000 0;0 27.1 54.1 40.6 27.0 13. 5: 0.01 0.0 0.0 0.0 0.0 o.o 0.0 0.0, o.o o.o 0.0 0.0 o.o 0.0 o.o 0.0, o.o 0.0 o.o o.o 0.0 0.0 o.o o.o 0.0 (cfs) (cfs) (cfs) I (cfs) I (ft) I I I I --------------------------------'---------'---------I I I I -----0.0 o.o: 0.0 I 307.15 I I I 27. 1 24.0 27. 1: 1. 6 I 308.67 I 81. 2 97.7 105.2: 3.7 I 309.48 I 94.7 181.3 192.4: 5.6 I 310.09 I I 67.6 233.2 248.9: 7.8 I 310.42 I 40.5 255.9 273.7: 8.9 I 310.56 I 13.5 252.0 269.4: 8.7 I 310.53 I o.o 236.1 252.0: 8.0 I 310.43 I 0.0 221.6 236.1: 7.3 I 310.34 I 0.0 208.3 221.6: 6.6 I 310.26 I o.o 196.1 208.3' 6.1 I 310.19 I 0.0 184.8 196.1 5.7 I 310.11 I o.o 173.9 184.8 5.4 310.04 0.0 I 163.6 173.9 5.2 309.97 I 0.0 I 153.7 163.6 5.0 309.90 I 0.0 I 144.2 153.7 4.7 309.84 I 0.0 I 135.2 144.2 4.5 309.77 I 0.0 126.5 135.2 4.3 309.72 0.0 118. 2 126.5 4.1 I 309.66 0.0 110.3 118.2 4.0 I 309.59 I I o.o 102.6 I 110.3 3.8 I 309.52 I I I 0.0 95.3 I 102.6 3.7 I 309.46 I I o.o 88.2 I 95.3 3.5 I 309.40 I I 0.0 81. 4 I 88.2 3.4 I 309.34 I o.o 74.8 I 81. 4 3.3 309.28 I o.o 68.5 I 74.8 3.2 309.22 I o.o 62.4 I 68.5 3.0 309.17 I 0.0 56.6 I 62.4 2.9 309.11 I o.o 51. 3 I 56.6 2.7 309.03 I 0.0 46.4 I 51. 3 2.5 308.97 I 0.0 41. 9 I 46.4 2.3 308.91 I ------------------------------------------------------Peak Inf low = 54.1 cfs Peak Outflow = 8.9 cfs Peak Elevation = 310.56 ft I POND-2 Version: 4.10 S/N: 88021173 Pond File: C :CSNORTH .PND Inflow Hydrograph: C:CSN5PO .HYD Outflow Hydrograph: C:CSNOUT .HYD Peak Inf low = Peak Outflow = Peak Elevation = 54.1 cfs 8.9 cfs 310.56 ft Page 3 of 3 EXECUTED: 09-11-1997 08:57:06 POND-2 Version: 4.10 S/N: 88021173 Page 1 of 3 ********************************************************************** * * * Southerl y pond at Holleman Arms Apartments * * Inflow from one storm sewer system and northerly pond * * Outflow: 15-inch pipe at 3 05.5; 30-degree V-notch weir at 307.25 * * 5-year Event * * * ********************************************************************** EXECUTED 09-11-1997 Disk Files: C:CSSOUTH .PND ; INITIAL CONDITIONS Elevation = 305 .50 Outflow = 0.0 GIVEN PO ND DATA ELEVATION OUT FLOW I STORAGE I I I (ft) (cfs) (ac -f t ) I 1 ---------------------------- 305.50 0 .0 0.00 306.00 0.0 0.00 306.50 0.0 0.02 307.00 5.5 0.08 307.50 7.0 0.21 308.00 9.5 0.41 308.50 14.1 0.67 09:04:34 C:CSS5IN .HYD ft cf s COMPUTATIONS 2S/t (cfs) 0.0 0.0 5.4 21. 5 56.5 110.2 180.2 2S/t + 0 (cfs) o.o 0.0 5.4 27.0 63.5 119.7 194.3 Time increment (t) = 0.090 hr s . POND-2 Version: 4.10 S/N: 88021173 Page 2 of 3 Pond File: C:CSSOUTH .PND Inflow Hydrograph: C:CSS5IN .HYD Outflow Hydrograph: C:NULL .H YD INFLOW HYDROGRAPH EXECUTED: 09-11-1997 09:04:34 ROUTING COMPUTATIONS TIME (hrs) : INFLOW (cfs) Il+I2 (cfs) 2S/t -0 (cfs) 2S/t + 0 : OU TFLOW 0 .00 0 0.090 0.180 0.270 0.360 0.450 0.540 0 .630 0.720 0.810 0 .900 0 .990 1.080 1.170 1.260 1 .350 1 .440 1.530 1 .620 1.710 1.800 1 .890 1 .980 2 .07 0 2 .1 60 2 .2 5 0 2.340 2 .4 30 2 .520 2.610 2 .70 0 2 .7 90 2 .8 80 2 .970 3 .060 0.0 7.2 14.8 13.9 12.9: 11. 4: 9. 1: 8.6: 7. 9: 7 , 3 I 6.7 6.2 5.8 5.6 5.3 5.1 4.9 4.7 4.5 4.4 4.2 4.0 3 .9 3.8 3.7 3. 5 3.4 3.3 3.2 3.1 3.0 2.8 2.6 2.4 0.0 I I ---------'------------ 7.2 22.0 28.7 26.8 24.3 20.5 17.7 16.5 15.2 14.0 12 .9 12.0 11. 4 10.9 10.4 10.0 9.6 9 .2 8.9 8.6 8.2 7.9 7 .7 7.5 7.2 6.9 6.7 6.5 6.3 6.1 5.8 5.4 5.0 2.4 ' 0.0 6.3 17.2 33.3 46.4 56.1 61. 4 63.7 64.7 64.5 63. 1 60.9 58.1 54 .9 51. 6 48.1 44.6 40.9 37.2 33.6 29 .9 26.2 22.5 19.0 15.7 14.0 1 3 .0 12.4 12,0 I 11. 7 11.5 11. 2 10.9 10.6 9.1 Peak Inf low = Peak Outflow = Peak Elevation = (cfs) (cfs) o.o: 7.2: 28.3: 45.9: 60.1' 70.7 76.6 79.1 80.2 79.9 78.5 76.0 72.9 69.5 65.8 62.0 58.1 54.2 50.1 46.1, 42.2: 38.1: 34. 1: 30.2: 26.5: 22.9: 20.9: 19.7 18.9 18.3 17.8 17.3 16.6 15.9 13.0: 14.8 cfs 7.7 cfs 307.65 ft o.o 0. 5 5.6 6 . 3 6.9 7 • 3 I 7 .6 7 .7 7 .7 7 .7 7.7 7 .6 7 .4 7.3 7 .1 6.9 6.8 6 .6 6.5 6 . 3 6 .1 6 .0 5.8 5 .6 5 .4 4 .5 3 .9 3 .6 3 .4 3 .3 3 .2 3 .0 2 .9 2 .7 1. 9 ELEVATION: (f t) 3 05.50 306 .54 307.02 307 .26 307.45 307 .56 3 07.62 3 07.64 30 7.65 3 07.65 3 07.63 3 07.61 3 07.58 3 07.55 3 07.52 3 07.48 30 7.43 3 07.37 307 .32 30 7.26 307 .2 1 3 07.15 3 07.1 0 307.04 306 .9 9 30 6.91 3 06.86 3 06.83 30 6.81 30 6.80 3 06 .7 9 306.78 30 6.76 3 06.7 4 30 6.68 POND-2 Version: 4.10 S/N: 88021173 Pond File: C:CSSOUTH .PND Inflow Hydrograph: C:CSS5IN .HYD Outflow Hydrograph: C:NULL .HYD Peak Inf low = Peak Outflow = Peak Elevation = 14.8 cfs 7.7 cfs 307.65 ft Page 3 of 3 . EXECUTED: 09-11-1997 09:04:34 POND-2 Version: 4.10 S/N: 88021173 Page 1 of 3 ********************************************************************* * * * Northerly pond at Hollem an Arms Apart ments * * Inflows from two storm sewer systems; Outflow to soutnerly pond * * 12-inch pipe at 307.15; 30-degree V-notch weir at 309 .50 * * 10-year Eve nt * * * ********************************************************************* EXECUTED 09-11-1997 Disk Files: C:CSNORTH .PND ' INITIAL Elevation Outflow GIVEN POND DATA :ELEVATION: OUTFLOW (ft) (cfs) STORAG E (ac-ft) CONDITIONS = 307 .15 = 0.0 09:07:41 C:CSNlOPO .HYD ft cfs COMPUTATIONS 2S /t (cfs) I I I I 2S/t + 0 (cfs) ------------'------------- 30 7.15 30 7.65 308 .15 308.65 309.15 309 .65 3 10.15 310.65 31 1.15 31 1.50 31 1.65 0.0 o.o o.o 1. 5 3 .0 4.1 5.8 9.6 16.2 22.8 26 .1 0.00 0.00 0.02 0.10 0.26 0 .50 0.81 1. 16 1. 54 1.82 1. 94 o.o 0.0 4.8 24.2 62 .9 121.0 196.0 280.7 372.7 440 .4 469.5 Time increment lt) = 0.100 hrs. ' I I I I I I I I o.o o.o 4.8 25.7 65.9 125.1 201.8 290 .3 388.9 463.2 495.6 POND-2 Version: 4.10 S/N: 88021173 Page 2 of 3 Pond File: C:CSNORTH .PND Inflow Hydrograph: C:CSNlOPO .HYD Outflow Hydrograph: C :CSNO UT .H YD EXECUTED: 09-11-1997 09:07:41 INFLOW HYDROGRAPH TIME (hrs) : INFLOW : (cfs) ________ 1 _______ _ 0.000 0.100 0.200 0.300 0.400 0.500 0 .600 0.700 0.800 0.900 1.000 1.100 1.200 1.300 1.400 1.500 1.600 1.700 1 .80 0 1.900 2.000 2 .10 0 2 .200 2.300 2.400 2.500 2.600 2.700 2.800 2 .900 3.000 I o.o: 30.1: 60.1: 45.o: 3o.o: 15.o: o.o: o.o: o.o: 0.0 o.o o.o o.o 0.0 o.o 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 0.0, o.o: o .o: o.o: o.o: o.o: o.o: o.o: Il+I2 (cfs) 30.1 90.2 105.1 75,0 I 45.0 15.0 o.o o.o 0.0 0.0 0.0 0.0 0.0 0.0 o.o 0.0 o.o 0.0 o.o 0.0 0.0 0.0 o.o o .o 0.0 o .o o.o o.o 0.0 o.o ROUTING COMPUTATIONS 2S/t -0 2S/t + 0 : OUTFLOW (cfs) : (cfs) : (cfs) ------------:-----------:--------- 0.0 0.0 1 0.0 26.8 30.1 1.7 109.1 117.0 3.9 201.5 214.2 6.3 258,5 I 276,5 9,0 282,5 303,5 10,5 I 277.4 297.5 10.1 259.3 277.4 9.0 242 .7 259.3 8.3 227.6 242 .7 7 .6 213 .8 227.6 6.9 201.2 213 .8 6.3 189.6 201 .21 5 .8 178.6 189.6: 5.5 168.0 178 .6: 5.3 157.9 168.0: 5.1 148.2 157.9: 4.8 139.0 148.2: 4.6 130 .2 139.o: 4.4 121.8 130.2: 4 .2 113.7 121.8: 4.o 105.9 113.7: 3.9 98.4 105.9: 3.7 91.2 98.4: 3.6 84 .3 91 .2 1 3 .5 77.6 84.3 3.3 71 .2 77.6 3.2 65.0 71.2 3.1 59.0 65 .0 3 .0 53.6 59.0 2.7 48.5 53.6 2.5 Peak Inflow = Peak Outflow = Peak Elevation = 60.1 cfs 10.5 cfs 310 .72 ft ELEVATION: (ft) 307.15 308 .70 309.58 310.22 310.57 310 .72 310.69 310.58 310 .47 310 .38 310 .30 310 .2 2 310 .1 5 310 .07 310.00 309.93 309.86 309 .80 309.74 309 .6 8 309 .6 2 309 .55 309 .49 309.42 309 .36 309.31 309.25 309.19 309 .1 4 309 .0 6 309.00 POND-2 Version: 4.10 S/N: 88021173 Pond File: C:CSNORTH .PND Inflow Hydrograph: C:CSNlOPO .HYD Outflow Hydrograph: C :CSNOUT .HYD Peak Inf low = Peak Outflow = Peak Eleva t ion = 60.1 cf s 10.5 c fs 310.72 f t Page 3 of 3 EXECUTED: 09-11-1997 09:07:41 POND-2 Version: 4.10 S/N: 88021173 Page 1 of 3 ********************************************************************** * * * Southerly pond at Hollema n Arms Apartments * * Inflow from one storm sewer system and northerly pond * * Ou tf low: 15-inch pipe a t 305 .5; 30-degree V-notch weir at 307 .25 * * 10-year Ev e nt * * * *********************************************~************************ EXECUTED 09-11 -1997 Disk Files : C:CSSOUTH ,p TD ; INITI AL CONDITIONS Elevation = Outflow = GIVEN POND DATA :ELEVATIO N : OUTFLOW (ft) (cfs) 305 .50 306 .00 306 .50 307 .00 307 .50 308.00 3 08 .50 o .o 0.0 0 .0 5.5 7 .0 9.5 14 .1 STORAGE : (ac-ft) : o .oo 0.00 0 .02 0.08 0.21 0.41 0.67 305 .50 0.0 09:15 :24 C:CSSlOIN .HYD ft cfs COMPUTATIONS 2S/t (c fs) 0.0 o.o 5.4 21. 5 56.5 110 .2 180.2 2S/t + 0 (c fs) o.o 0 .0 5.4 27.0 63.5 119.7 19 4 .3 Time in c r e men t (t ) = 0 .0 90 hr s . POND-2 Version: 4.10 S/N: 88021173 Pond File: C:CSSOUTH .PND Inflow Hydrograph: C:CSSlOIN .HYD Outflow Hydrograph: C:NULL .HYD INFLOW HYDROGRAPH EXECUTED: 09-11-1997 09:15:24 ROUTING COMPUTATIONS Page 2 of 3 TIME (hrs) : INFLOW (cfs) Il+I2 (cfs) 2S/t -0 (cfs) 2S/t + 0 : OUTFLOW :ELEVATION (cfs) : (cfs) : (ft) 0.000 0.090 0.180 0.270 0.360 0.450 0.540 0.630 0.720 0.810 0.900 0.990 1.080 1.170 1.260 1.350 1.440 1.530 1.620 1.710 1.800 1.890 1.980 2.070 2.160 2.250 2.340 2.430 2.520 2.610 2.700 2.790 2.880 2.970 3.060 0.0 8.0 16.4 15.6 14.6 13.2 10.7 9.9 9.0 8.3 7.7 7 • 1 I 6.5 6.1 5.7 5.5 5.3 5.0 4.8 4.7 4.5 4.3. 4 . 1 : 4. 0: 3 . 9 : 3 . 7 : 3.6: 3.5: 3. 4: 3 . 3 : 3.2: 3.o: 2.9: 2.7: o.o: 8.0 24.4 32.0 30.2 27.8 23.9 20.6 18.9 1 7. 3 16.0 14.8 13.6 12.6 11. 8 11. 2 10.8 10.3 9.8 9.5 9.2 8.8 8.4 8.1 7.9 7.6 7.3 7.1 6.9 6.7 6.5 6.2 5. 9 5.6 2.7 o.o 6.7 19.7 38.7 54.4 66.6 74.1 77.9 79.8 80.1 79.2 77.3 74.5 71. 0 67.1 62.9 58.8 54.6 50.3 46.1 42.0 37.9 33.7 29.6 25.6 21. 7 17.8 15.0 13.5 12.7 12.2 11. 8 11. 4 11. 1 9.5 Peak Inf low = Peak Outflow = Peak Elevation = 0.0 8.0 31.1 51.7 68.9 82.2 90.5 94.7 96.8 97.1 96.1 94.0 90.9 8 7. 1. 82.81 78.3 73.7 69.1 64.4 59.8 55 • 3 I 5o.8: 46.3: 41.8: 37.5: 33.2 29.0 24.9 21. 9 20.2 19.2 18.4 17.7 17.0 13.8 16.4 cfs 8.5 cfs 307.80 ft 0.0 0.7 5. 7 6.5 7.2 7.8 8.2 8.4 8.5 8.5 8.5 8.4 8.2 8.0 . 7,9 I 7.7 7.5 7.3 7.0 6.9 6.7 6.5 6.3 6.1 5.9 5.8 5.6 5.0 4.2 3.8 3.5 3.3 3.1 3.0 2.1 305.50 306.56 307.06 307.34 307.55 307.67 307.74 307.78 307.80 307.80 307.79 307.77 307.74 307.71 307.67 307.63 307.59 307.55 307.51 307.45 307.39 307.33 . 307,26 I 307.20 307.14 307.08 307.03 306.95 306.88 306.84 306.82 306.80 306.78 306.77 306.69 POND-2 Version: 4.10 S/N: 88021173 Pond File: C :CSSOUTH .PND Inflow Hy dro g raph: C:CSSlOIN .HYD Out f low Hy drogra p h: C :N ULL .HYD Peak Inf low = Peak Outflow = Pea k Elevat i on = 16.4 cfs 8.5 cf s 3 07.80 ft Page 3 of 3 EXECU TED: 09-11-1997 09:15:24 POND-2 Version: 4.10 S/N: 88021173 Page 1 of 3 ********************************************************************* * * * No rth erly pond at Holleman Arms Apartments * * Inflows from two storm sewer systems; Ou tflow to southerly pond * * 12-inch pipe at 307 .1 5; 30-degree V-notch weir at 309 .50 * * 25-year Event * * * ********************************************************************* EXECUTED 09-11-1997 09:18:22 Disk Files: C :CS NORT H .PND ; C:CSN25PO .HYD INITIAL CONDITIONS Elevation = 307.15 ft Outflow = 0.0 cfs GIVEN POND DATA COMPUTATIONS ------------------------------------------------------- ELEVATION: OUTFLOW STORAGE 2S/t 2S/t + 0 (ft) (cfs) (ac-ft) (cfs) (cfs) ----------------------------------------------------- 307 .15 o.o 0.00 o.o o.o 307.65 o .o 0.00 0.0 o.o 308 .15 o.o 0.02 4.8 4.8 308 .65 1. 5 0.10 24.2 25.7 309 .1 5 3.0 0.26 62.9 65.9 309 .6 5 4 .1 0.50 121.0 125.1 310.15 5 .8 0.81 196 .0 201.8 310.65 9 .6 1. 16 280 .7 290.3 311.15 16.2 1. 54 372 .7 388 .9 311.50 22 .8 1. 82 440 .4 463 .2 311 .65 26 .1 1. 94 469 .5 495.6 -------------------------------------------------------- Time increment (t) = 0.100 hrs. POND-2 Vers ion: 4.10 S/N: 8802117 3 Pond File: C :CSNORTH .PND Inflow Hydrograph: C:CSN25PO .H YD Outflow Hydrograph : C :CSNOUT .HYD INFLOW HYDROGRAPH EXEC UTED: 09-11-1997 09:18:22 ROUTING COMPUTATIONS TIME : INFLOW : (hrs) : (cfs) Il+I2 (cfs) 2S /t -0 (cf s) 2S/t + 0 I OUTFLOW 0.000 0 .1 00 0.200 0 .300 0 .400 0.500 0.600 0 .700 0 .800 0.900 1 .000 1 .100 1 .20 0 1.300 1 .400 1 .500 1 .600 1 .7 00 1.800 1 .900 2 .00 0 2 .100 2.200 2 .300 2 .400 2 .500 2 .6 00 2 .7 00 2 .800 2 .900 3 .0 00 --------' I o.o : 34 .6: 69.1: 51 .8: 34.5: 11.2: o.o: o.o: 0.0 0.0 o.o o.o o.o 0.0 0.0 1 0.0 o.o o.o 0 .0 o .o 0.0 o.o o.o 0 .0 0 .0 0 .0 o .o: o .o : o.o: o.o: o.o: : (cfs) (cfs) ---------------------'----------- 34 .6 103 .7 120.9 86.3 51 .7 1 7.2 0 .0 0.0 0 .0 0 .0 0.0 0 .0 0.0 0.0 0 .0 o.o 0 .0 0.0 0 .0 o.o 0 .0 o.o 0.0 0 .0 0.0 o .o 0 .0 0.0 0.0 0.0 0 .0 30 .9 126.0 231 .4 294 .9 319 .8 311 .6 289.5 270 .4 252 .9 236 .9 222.3 208 .9 196.7 185.4 17 4.5 16 4 .1 154.2 1 44 .7 135.6 127.0 118. 7 110.7 10 3 .0 95.7 88 .6 81. 7 75.1 6 8.8 62 .7 56.9 Peak I nf low = Pea k Out flow = Peak Elevati on = ' I I I I 0.0 34.6 134.6 246.9 31 7.7 346.6 337.0 311.6 1 289 .5 270 .4 252.9 236.9 222 .3 208.9 196.7, 185.4 174.5 164.1 154.2 14 4 .7 135.6 127.0 118.7 110 .7 103 .0 95 .7 88.6: 81 .7 : 7 5. 1: 68.8: 62 . 7: 69.1 cfs 13.4 cfs 310 .94 ft o .o 1. 8 4 .3 7.7 11.4 13.4 12 .7 11. 0 9 .6 8 .7 8 .0 7.3 6 .7 6 .1 5 .7 5 .4 5 .2 5.0 4 .7 4 .5 4 .3 4 .1 4 .0 3 .8 3 .7 3 .6 3 .4 3 .3 3 .2 3 .1 2 .9 P age 2 of 3 ELEV ATIO N: ( ft) 307.15 308.76 309 .7 1 3 10.40 3 10.79 310 .94 3 10.89 3 10 .7 6 3 10.6 5 310 .54 3 10.44 310 .35 3 10.2 7 3 10.19 310 .1 2 3 10.0 4 309 .9 7 30 9.90 309 .84 309 .7 8 309 .72 309 .66 309 .60 3 09 .53 3 09 .46 3 09.40 3 09 .34 309 .28 3 09 .23 309 .17 309 .11 POND-2 Version: 4 .10 S/N: 88021173 Pond File: C:CSNORTH .PND Inflow Hydrograph: C :CSN25PO .HYD Outflow Hydrograph: C:CSNOUT .HYD Peak Inf low = Peak Outflow = Peak Elevation = 69.1 cfs 13.4 cfs 310.94 ft Page 3 of 3 EXECUTED: 09-11-1997 09:18:22 PO ND -2 Version: 4.10 S/N : 88021173 Page 1 of 3 ********************************************************************** * * * S outherly pond at Holl e man Arms Apartments * * In flow from one storm sewer system and northerly pond * * Outflow : 15-inch pipe at 305.5; 30-degree V-notch weir a t 307.25 * * 25-ye ar Ev e nt * * * ********************************************************************** EXECUTED 09-11-1997 Disk Files: C:CSSOUTH .PND ; INITIAL CONDITIONS Elevation = Outflow = GIVEN POND DATA :ELEVATION: OUTFLOW (ft ) (cfs) STORAGE : (ac -ft) 305.50 o.o 0 9 :26:08 C:CSS25IN .HYD ft cfs COMPUT AT IONS 2S /t (cfs ) 2S/t + 0 (cfs) ---------,---------____________ ! ____________ _ 305 .50 306 .00 306 .50 307 .0 0 30 7.50 308 .00 308 .5 0 o.o o.o 0.0 5.5 7.0 9.5 14.1 0.0 0 0.00 0.0 2 0.0 8 0.21 0.41 0.67 0.0 0.0 5.4 21.5 56.5 110.2 180.2 Time increment (t) = 0.090 hrs. I I I I I I I I I I I I I o.o 0.0 5.4 27 .0 6 3 .5 119 .7 194.3 POND-2 Version: 4.10 S/N: 88021173 Pond File: C:CSSOUTH .PND Inflow Hydrograph: C:CSS25IN .HYD Outflow Hydrograph: C:NULL .HYD INFLOW HYDROGRAPH TIME (hrs) 0.000 0.090 0.180 0.270 0.360 0.450 0.540 0.630 0.720 0.810 0.900 0.990 1.080 1.170 1.260 1.350 1.440 1.530 1.620 1.710 1.800 1.890 1.980 2.070 2.160 2.250 2.340 2.430 2.520 2.610 2.700 2.790 2.880 2.970 3.060 INFLOW : (cfs) o.o: 9. 1: 18.6: 18.0: 17.5: 16.4: 13.6' 12.4 10.9 9.6 8.9 8.2 7.6 7.0 6.5 6.0 5.7 5.4 5.2 5.0 4.8. 4.6: 4.4: 4.3: 4. l: 4.o: 3.8: 3 • 7 I 3.6 3.5 3.4 3.2 3. 1 3 . 0 . o.o: Il+I2 (cfs) 9.1 27.7 36.6 35.5 33.9 30.0 26.0 23.3 20.5 18.5 17.1 15.8 14.6 13. 5 12,5 I 11. 7 11. 1 10.6 10.2 9.8 9.4 9.0 8.7 8.4 . 8, 1 I 7.8 7.5 7.3 7.1 6.9 6.6 6.3 6.1 3.0 EXECUTED: 09-11-1997 09:26:08 ROUTING COMPUTATIONS Page 2 of 3 2S/t -0 (cfs) 2S/t + 0 : OUTFLOW :ELEVATION: (cfs) : (cfs) : (ft) -----------'---------'---------0.0 7.2 23.3 46.2 66.0 82.7 94.3 101.3 105.0 105.8 104.7 102.5 99.5 95.6 91. 0 86.0 80.6 75.2 69.8 64.6 59.4 54.3 49.3 44.5 39.7 35.1 30.6 26.2 22.0 17.9 14.9 13.3 : 12. 4 : / 11.8 10.0 ' I o.o: 0.0 9. 1: 0. 9 34.9: 5.8 59.9: 6.9 81.7: 7.8 99.9: 8.6 112.7: 9.2 120.3 9.5 124.6 9.8 125.5 9.9 124.3 9.8 121.8 9.6 118.3 9.4 114.1 9.2 109.1 9.0 103.5 8.8 97.7 8,5 I 91.7 8.3 85.8 8.0 80.0 7.7 74.4 7.5 68.8 7.2 63.3, 7.0 58.o: 6.8 52.9: 6.6 47.8: 6.4 42.9: 6.2 38.1: 6.0 33.5: 5.8 29.1: 5.6 24.8: 4.9 21.5: 4.1 19.6: 3.6 18.5: 3.3 14.8: 2.4 305.50 306.59 307.11 307.45 307.66 307.82 307.94 308.00 308.03 308.04 308.03 308.01 307.99 307.95 307.91 307.86 307.80 307.75 307.70 307.65 307.60 307.55 307.50 307.43 307.35 307.29 307.22 307.15 307.09 307.03 306.95 306.87 306.83 306.80 306.72 Peak Inf low = Peak Outflow = Peak Elevation = 18.6 cfs 9.9 cfs 308.04 ft POND-2 Version: 4.10 S/N: 88021173 Pond File: C:CSSOUTH .PND Inflow Hydrograph: C:CSS25IN .HYD Outflow Hydrograph: C:NULL .HYD Peak Inf low = Peak Outflow = Peak Elevation = 18.6 cfs 9.9 cfs 308.04 ft Page 3 of 3 EXE CUTED: 09-11-1997 09:26:08 POND-2 Version: 4.10 S/N: 88021173 Page 1 of 3 ********************************************************************* * * * Northerly pond at Holle man Arms Apartments * * Inflows from two storm s e wer systems; Outflow to so uth erly pond * * 12 -inch pipe at 307.15; 30 -de gree V-notch weir at 309 .50 * * 50-year Eve nt * * * ********************************************************************* EXEC UT ED 09-11-1997 09:28:5 5 Disk Files: C:CSNORTH .PND ; C:CSN50PO .H YD INITIAL CONDITIONS Elevation = 307.15 ft Outflow = 0.0 cfs GIVEN POND DATA COMPUTAT I ONS :ELEVATION: OUTFLOW I STORAGE I 2S /t 2S/t + 0 I I (ft ) (cfs) I (ac -ft) (cfs) I (cfs) I I I I ------------------I ----------I ------------I -------------I I I I 3 07.15 o.o 0.00 I o.o o .o I 3 07.65 o.o 0.00 I 0.0 0.0 308.15 0 .0 0.02 4 .8 4.8 3 08.65 1. 5 0.10 24.2 2 5 .7 309 .1 5 3 .0 0.26 62 .9 65 .9 309.65 4 .1 0.50 121.0 125.1 3 10.15 5 .8 0.81 196 .0 201 .8 310 .6 5 9 .6 1. 16 280 .7 290 .3 31 1.15 1 6.2 1. 54 372 .7 388 .9 311 .50 22 .8 1. 82 440 .4 463 .2 31 1.65 .26.1 1. 94 469 .5 495.6 -------------------------------------------------------- T im e increment lt) = 0.10 0 hrs. POND-2 Version: 4.10 S/N: 88021173 Pond File: C:CSNORTH .PND Inflow Hydrograph: C:CSN50PO .HYD Outflow Hydrograph: C:CSNOUT .HYD INFLOW HYDROGRAPH EXECUTED: 09-11-1997 09:28:55 ROUTING COMPUTATIONS Page 2 of 3 ------------------------------------------------------ TIME : INFLOW : (hrs) : (cfs) --------'-------- 0.000 0. 100 0 .200 0 .30 0 0 .400 0.500 0.600 0.700 0.800 0.900 1.000 1.100 1.200 1 .300 1.400 1.500 1 .6 00 1 .700 1.800 1.900 2 .0 00 2.100 2.200 2.300 2.400 2.500 2 .600 2 .700 2.800 2.900 3.000 ' 0.0 39. 1 78.2 58.6 39.1 19.5 0.0 0.0 0.0 o.o 0.0 o.o o.o 0.0, 0.0 0.0 0.0 o.o o.o 0.0 o.o 0.0 o.o 0.0 0.0 0.0 0.0 o.o: 0. 0: o.o: o.o: Il+I2 2S/t -0 2S/t + 0 I OUTFLOW ELEVATION: I (cfs) (cfs) (cfs) (cfs) (ft) ---------------------'-----------t ------------------I I -----o.o 0. 0: o .o 307.15 39.1 35.1 39.1: 2.0 308.82 117.3 14 3.0 152.4: 4.7 309.83 136.8 261.5 279.8: 9.1 310.59 97.7 330.8 359.2: 14.2 311.00 58.6 356.9 389.4: 16.2 311.15 19.5 345.7 376.4: 15.4 311.09 0.0 319.0 345.7 1 13.3 310.93 0.0 296.0 319.0 11. 5 310 .8 0 0.0 276.0 296.0 10.0 310 .6 8 o.o 258.1 276.0 9.0 310.57 o.o 241.6 258.1 8 .2 310.47 o.o 226 .6 241.6 7.5 310.37 0.0 212.9 226.6 6.9 310 .29 o.o 200.3 212.9 6.3 310.21 o.o 188.8 200.3 5 .8 310 .14 0.0 177.8 188.8 5.5 310 .07 o.o 167.2 177.8 5 .3 309 .99 0.0 157.2 167.2 5 .0 309 .9 2 o.o 147.6 157.2 4 .8 309 .8 6 0.0 138.4 147.6 4.6 309 .80 0.0 129.6 138.4 4.4 309.74 0.0 121.2 129.6 4 .2 309 .68 0.0 113.l 121.2 4.0 309.62 0 .0 105.4 113.l 3.9 309.55 0.0 97.9 105 .4 3.7 309 .4 8 0.0 90.7 97 .9 3.6 309 .4 2 0.0 83.8 90.7 3 .5 309.36 o.o 77.1 83.8 3 .3 309.30 o.o 70.7 77.l 3.2 309.24 0.0 64.5 70.7 3.1 309.19 ------------------------------------------------------ Peak Inf low = 78.2 cfs Peak Outflow = 16.2 cfs Peak Elevation = 311.15 ft POND-2 Version: 4 .10 S/N: 88021173 Pond File: C:CSNORTH .PND Inflow Hydrograph: C:CSN50PO .HYD Outflow Hydrograph: C :CSNOUT .HYD Peak Inflow = Peak Outflow = Peak Elevation = 78.2 cfs 16.2 cfs 311.15 ft Page 3 of 3 EXECUTED: 09-11-1997 09:28:55 POND-2 Version: 4.10 S/N: 88021173 Page 1 of 3 ********************************************************************** * * * Southerly pond at Holleman Arms Apartments _ * * Inf low from one storm sewer system and northerly pond * * Outflow: 15-inch pipe at 305.5; 30-degree V-notch weir at 307.25 * * 50-year Event * * * ********************************************************************** EXECUTED 09-11-1997 Disk Files: C:CSSOUTH .PND J INITIAL CONDITIONS Elevation Outflow GIVEN POND DATA ELEVATION: OUTFLOW : (ft) (cfs) STORAGE (ac-ft) = = _________ 1 _________ 1 _________ _ 305 .50 306.00 306 .50 30 7.00 307 .50 308 .00 308 .50 0.0 0.0 0.0 5.5 7.0 9.5 14.1 I 0.00 0.00 0.02 0.08 0.21 0.41 0.67 305.50 o.o 09:39:09 C:CSS50IN .HYD ft cfs COMPUTATIONS 2S/t (cfs) 0.0 0.0 5.4 21. 5 56.5 110.2 180.2 2S/t + 0 (cfs) 0.0 0.0 5 .4 27.0 63.5 119.7 194.3 Time increment (t) = 0.090 h~s. POND-2 Version: 4.10 S/N: 88021173 Pond File: C:CSSOUTH .PND Inflow Hydrograph: C:CSS5 0IN .HYD Outflow Hydrograph: C:NULL .HYD INFLOW HY DROGRAPH EXECUTED: 09-11-1997 09:39:09 RO UTING COMPUTATIONS TIME (hrs) INFLOW (cfs) Il+I2 (cfs) 2S/t -0 (cfs) 2S /t + 0 (cfs) OUTFLOW (cfs) 0.000 0.090 0.180 0.270 0.360 0,450 I 0.540 0.630 0.720 0.810 0.900 0.990 1.080 1.170 1.260 I 1.350 1 .440 1.530 1.620 1.710 1.800 1.890 1.980 2.070 2 .1 60 2.250 2.340 2.43 0 2.520 2.610 2.700 2.790 2.880 2.970 3 .060 o.o 10.2 20.9 20.6 20.7 19.7 16.4 15.0 1 3 .2, 11. 6 10 .2 9.3 8 .5 7.9 7.3 6.7 6 .2 5.8 5 , 5 I 5.3 5 .1 4.9 4 .7 4 .5 4.4, 4.2 4.0 3.9 3 .8 3.6 3 .5 3 .4: 3. 3 : 3 . 2 : o.o: 10.2 31. l 41. 5 41. 3 40.4 36.1 31. 4 2 8 .2 24.8 21.8 19 .5 17.8 16.4 15.2 14.0 12.9 12.0 11. 3 10 .8 10.4 10 .0 9 .6 9.2 8.9 8 .6 8.2 7.9 7.7 7.4 7. 1 6 .9 6.7 6.5 3.2 o.o 7.7 26.9 53 .9 78.4 99.9 115.0 124.1 1 29.3 130.8 129.6 126.5 122.2 117.3 111. 9 106.2 100.1 93.8 87.4 81.1 75.0 69 .1 6 3 .4 57 .7 52.4 47.2 42.0 37.0 32.3 27.6 23.1 18.8 15.3 1 3 .4 10.9 Peak Inflow = Peak Outflow = Peak Elevation = 0.0 10.2 38 .8 68.4 95.2 118.8 136.0 146.4 152.3 154.1 152.6: 149. 1: 144.3: 138.6: 132.5: 125.9: 119.1: 112. 1: 105.1: 98 .2: 91.5: 85.o: 78.7: 72.6: 66.6: 61. 0: 55.4: 49.9: 44.7: 39 . 7: 34. 7: 3o .o: 25 .5: 21.8: 16. 6: 20.9 cfs 11.6 cfs 308.23 ft 0.0 1.2 6.0 7.2 8.4 9.5 10.5 11.1 11. 5 11.6 11. 5 11. 3 11. 0 10.7 10.3 9.9 9.5 9.2 8.8 8.5 8.2 8.0 7.7 7.4 7.1 6.9 6.7 6.4 6.2 6.0 5.8 5.6 5 . 1 4.2 2.9 Page 2 of 3 ELEVATION: (ft) 305 .50 306 .61 307.16 307.54 307 .78 307.99 308.11 308 .1 8 308 .22 308 .23 308 .22 308.20 308 .1 6 308.13 308 .0 9 308.04 307 .99 307.9 3 3 07.87 307 .81 307.75 307 .69 307 .6 4 307.58 307 .53 307 .4 7 307 .39 307.31 307 .2 4 307 .17 307.11 3 07.04 306 .96 306 .88 306.76 POND-2 Version: 4.10 S/N: 88021173 Pond File: C:CSSOUTH .PND Inflow Hydrograph: C:CSS50IN .HYD Outflow Hydrograph: C:NULL .HYD Peak Inflow = Peak Outflow = Peak Elevation = 20.9 cfs 11.6 cfs 308.23 ft Page 3 of 3 EXECUTED: 09-11-1997 09:39:09 POND-2 Version: 4.10 S/N: 88021173 Page 1 of 3 ********************************************************************* * * * Northerly pond at Holleman Arms Apartments * * Inflows from two storm sewer systems; Outflow to southerly pond * * 12-inch pipe at 307 .15; 30-degree V-notch weir at 3 09.50 * * 100-year Event * * * ********************************************************************* EXE CU TED 09-11-1997 Disk Files: C:CSNORTH .PND ; 09:41:49 C:CSNlOOPO.HYD INITIAL CONDITIONS Elevation= 307.15 ft Outflow = 0.0 cfs GIVE N POND DATA COMPUTATIONS :ELEVATIO N: OUTFLOW : (ft) (cfs) STO RAGE : (ac-ft) 2S/t (cfs) ! _________ --------- 1 I I 307 .15 307.65 308 .15 308 .6 5 309.15 309.65 310 .1 5 310.65 311.15 311.50 311 .65 o.o o.o 0.0 1.5 3.0 4.1 5.8 9.6 16.2 22.8 26.1 o.oo 0.00 0.02 0.10 0.26 0.50 0.81 1. 16 1. 54 1. 82 1. 94 0.0 o.o 4.8 24.2 62.9 121.0 196.0 280.7 372 .7 440 .4 469.5 Time increment (t) = 0.10 0 hrs. 2S/t + 0 (cfs) 0.0 o.o 4.8 25.7 65.9 125.1 201.8 290.3 388 .9 463.2 495.6 POND-2 Version: 4.10 S/N: 88021173 Pond File: C :CSNORTH .PND Inflow Hydrograph: C :CSNlOOPO .H YD Outflow Hydrograph: C:CSNOUT .HYD INFLOW HYDROGRAPH EXECU TED: 09-11-1997 09:41:49 ROUTING COMPUTA TI ONS Page 2 of 3 ------------------------------------------------------ TIME : INFLOW : (hrs) : (cfs ) ----------------' 0.000 0 .100 0.200 0.300 0 .4 00 0 .500 0.600 0 .7 00 0 .800 0.9 00 1 .000 1.100 1 .200 1 .300 1 .400 1.500 1 .600 1 .700 1.800 1 .900 2 .000 2 .100 2.200 2.300 2 .400 2 .500 2 .6 00 2 .700 2 .800 2 .900 3.000 I 0. 0: 4 4 .7: 89.4 : 67.o: 44.6: 22.3: o.o: o.o: o.o: o.o: o.o: o.o: 0 .0 1 o.o o.o 0 .0 0 .0 0.0 o .o o.o o .o 0.0 o.o: o.o: o.o: 0. 0: o .o: o.o: o.o: o .o: 0. 0: Il+I2 2S/t -0 2S/t + 0 OUTFLOW ELEV AT ION: (cfs) (cfs) (cfs) (cfs) (ft) I ---------------------------------------·-----------I -----o.o 0 .0 0 .0 3 07.15 44 .7 40 .3 44 .7 2 .2 308 .89 134 .1 164.0 174.4 5 .2 30 9.97 156.4 297 .2 320 .4 11. 6 31 0 .80 111.6 372 .8 4 08.8 18.0 3 11.24 66 .9 398.3 439.7 20.7 31 1.39 22 .3 382 .6 42 0 .6 19 .0 31 1.30 o .o 351 .0 382 .6 15.8 31 1 .12 0 .0 323 .7 351.0 1 3 .7 310 .9 6 o .o 3 00.0 323.7 11. 8 310 .8 2 0 .0 279 .5 300 .0, 10 .2 31 0.7 0 0 .0 261 .3 279.5 9 .1 31 0.59 0.0 244.5 261 .3 8 .4 3 10.4 9 o .o 229.3 244 .5 7 .6 31 0.39 o .o 215 .3 229 .3 7 .0 3 10.31 o .o 202 .6 215 .3 6 .4 31 0.2 3 o.o 190.9 202.6 5 .8 31 0.15 0.0 179.8 190 .9 5 .6 31 0.0 8 o.o 1 69 .2 179 .8 5 .3 3 10.01 o .o 159.0 169.2 5 .1 309 .9 4 o.o 14 9 .3 159 .0 4 .9 3 09.87 0 .0 140 .0 149.3 4 .6 3 09.81 o.o 131.2 140 .0 4 .4 309 .75 0 .0 122.7 131 .2 4 .2 309 .69 o.o 114 .6 122 .1: 4.1 309 .63 o.o 106.8 114.6: 3 .9 30 9.56 0.0 99 .3 106.8: 3 .8 30 9 .50 o.o 92 .0 99. 3: 3 .6 30 9 .43 0 .0 85 .1 92 .0: 3.5 309 .37 0 .0 78.3 85 . 1: 3 .4 3 09.31 o.o 71. 9 7 8 .3: 3 .2 3 09 .25 ------------------------------------------------------ Peak Inf low = 89.4 cfs Peak Outflow = 20.7 cfs Peak Elevation = 311 .39 ft POND-2 Version: 4.10 S/N: 88021173 Pond File: C:CSNORTH .PND Inflow Hydrograph: C:CSNlOOPO .HYD Outflow Hydrograph: C:CSNO UT .HYD Peak Inf low = Peak Outflow = Peak Elevation = 89 .4 c fs 20.7 c fs 311.39 ft Page 3 of 3 EXECUTED: 09-11-1997 09:41:49 POND-2 Version: 4.10 S/N: 88021173 Page 1 of 3 ********************************************************************** * * * Southerly pond at Holl e man Ar ms Apartments * * Inflow from one storm sewer system and northerly pond * * Outflow: 15-inch pipe at 305 .5; 30-degree V-notch weir at 307 .25 * * 100-year Eve nt * * * ********************************************************************** EXECUTED 09-11-1 997 Disk Files: C:CSSOUTH .PND ; 09:45:22 C:CSSlOOIN.HYD INITIAL CONDITIONS Elevation = 305.50 ft Outflow = 0 .0 cfs GIVEN POND DATA COMPUTATI ONS :ELEVATION: OUTFLOW : (ft ) (cfs) 305 .50 30 6.00 306 .50 307 .00 307 .5 0 308 .00 308 .50 o.o o.o o.o 5.5 7.0 9.5 14.1 STOR AGE : (ac -f t ) 0.00 0.00 0.0 2 0.0 8 0.21 0.41 0.67 2S/t (cfs) 0.0 0.0 5.4 21.5 56 .5 110.2 180.2 Time increment (t) = 0.090 hrs. 2S/t + 0 (cfs) 0 .0 0.0 5 .4 27 .0 63.5 119 .7 194.3 POND-2 Version: 4.10 S/N: 88021173 Pond File: C:CSSOUTH .PND Inflow Hydrograph: C:CSSlOOIN.HYD Outflow Hydrograph: C:NULL .HYD INFLOW HYDROGRAPH EXECUTED: 09-11-1997 09:45:22 ROUTING COMPUTATIONS Page 2 of 3 ------------------------------------------------------TIME (hrs) 0.000 0.090 0.180 0.270 0.360 0.450 0.540 0.630 0.720 0.810 0.900 0.990 1.080 1.170 1.260 1.350 1.440 1.530 1.620 1.710 1.800 1.890 1.980 2.070 2.160 2.250 2.340 2.430 2.520 2.610 2.700 2.790 2.880 2.970 3.060 : INFLOW (cfs) 0.0 11.5 23.5 24.1 25.0. 24.31 20.7 18.4 15.6 13.8 12.1 10.7 9.6 8.8 8.1 7.5 6.9 6.4 5.9 5.6. 5.4' 5.2 5.0 4.8 4.6 4.4 4.2. 4 , 1 I 3.9 3.8 3.7 3.6 3.4 3.3 o.o Il+I2 I 2S/t -0 2S/t + 0 I OUTFLOW 'ELEVATION: I I (cfs) I (cfs) (cfs) I (cfs) (ft) I I ---------'-----------------------'------------------I I -----I o.o o.o: o.o 305.50 I 11. 5 I 8.4 1 1 . 5 : 1. 6 306.64 I 35.0 I 31. 0 43.4: 6.2 307.22 I 47.6 I 63.3 78.6: 7.7 307.63 49.1 94.0 112.4: 9.2 307.93 49.3 121.4 143.3 11. 0 308.16 45.0 141.7 166.4 12.4 308.31 39 .1 154.2 180.8 13. 3 I 308.41 I 34.0 160.8 188.2 13.7 I 308.46 I 29.4 162.5 190.2 13.8 I 308.47 I 25.9 160.9 188.4 13.7 I 308.46 I 22.8 156.8 I 183.7, 13.4 I 308.43 I I 20.3 151.0 I 177.1: 13.0 I 308.38 I I 18.4 144.3 I 169.4: 12.6 I 308.33 I I I 16.9 137.1 I 161.2 12.1 I 308.28 I I 15.6 129.6 I 152.7 11. 5 308.22 I 14.4 122.0 I 144.0 11.0 308.16 13.3 114.4 135.3 10.5 308.10 12.3 106.8 126.7 9.9 308.05 11. 5 99.5 118.3 9.4 307.99 11.0 92.3 110.5 9.1 307.92 10.6 85.4 102.9 8.8 I 30.7. 85 10.2 78.7 95.6: 8.4 I 307.79 ' I 9.8 I 72.3 I 88.5: 8.1 I 307.72 I I 9.4 66.1 ' 81. 7: 7.8 I 307.66 I I 9.0 60.0 I 7 5. 1: 7.5 I 307.60 I 8.6 54.2 68.6: 7.2 I 307.55 I 8.3 48.6 62.5: 7.0 I 307.49 I 8.0 43.1 56.6: 6.7 I 307.41 I 7.7 37.9 5o.8: 6.5 I 307.33 I 7.5 32.9 45.4: 6.3 I 307.25 I I 7.3 I 28.1 40.2: 6.0 I 307.18 I I 7.0 I 23.4 35.1: 5.8 I 307.11 I I 6.7 I 18.9 30. 1: 5.6 I 307.04 I I 3.3 I 13.6 22.2: 4.3 I 306.89 I I ------------------------------------------------------Peak Inflow = 25.0 cfs Peak Outflow = 13.8 cfs Peak Elevation = 308.47 ft POND-2 Version: 4 .10 S /N: 88021173 Pond File: C:CSSOUTH .PND Inflow Hydrograph: C:CSSlOOIN .HYD Outflow Hydrograph: C:NULL .HYD Peak Inflow = Peak Outflow = Peak Elevation = 25 .0 cfs 13 .8 cfs 308 .47 ft Page 3 of 3 EXECUTED: 09-11-1997 09:45:22 I APPENDIX D WEIGHTED RUNOFF COEFFICIENT CALCULATIONS APPENDIXD WEIGHTED RUNOFF COEFFICIENTS (Rev. 9-10-97) "C" Value from Table III-1 Buildings and Pavement: 0.90 Landscape Areas: 0.45 Lawn: 0.45 Natural Grasslands: 0.38 Building Footprints Long Building B 0.27 ac . Smaller Rectangular Building D 0.12 ac. Square Building E 0.15 ac. AREA 1 Building 0.10 Lawn 0.10 Pavement 0.18 Total Acreage 0.38 c = 0.78 AREA2 Building 0.17 Lawn 0.35 Pavement 0.31 Total Acreage 0.83 c = 0.71 AREA3 Building 0.15 Lawn 0.37 Pavement 0.15 Total Acreage 0.67 c = 0.65 AREA4 Building 0.17 Lawn 0.58 Pool 0.02 Pavement 0.40 Total Acreage 1.17 c = 0.68 AREAS Building 0.05 Lawn 0.14 Nat. Grasslands @ 0.38 0.14 Pavement 0.21 Total Acreage 0.54 c = 0.65 AREA6 Building 0.21 Lawn 0.31 Pool 0.07 Basketball Court 0.12 Pavement 0 Total Acreage 0.71 c = 0.70 AREA 7 Building 0 .07 Lawn 0.25 Pavement 0.39 Total Acreage 0.71 c = 0 .74 AREAS Building 0.04 Lawn 0.24 Pavement 0.60 Total Acreage 0.88 c = 0.77 AREA9 Building 0.18 Lawn 0.23 Pavement 0.47 Total Acreage 0.88 c = 0.78 AREA 10 Building 0 Lawn 0.08 Pavement 0.64 Total Acreage 0.72 c = 0.85 AREA 11 Building 0.13 Lawn 0.12 Pavement 0.45 Total Acreage 0.70 c = 0.82 AREA 12 Building 0.17 Lawn 0.24 Pavement 0.48 Total Acreage 0.89 c = 0.78 AREA 13 Building 0 .20 Lawn 0.30 Pavement 0.24 Total Acreage 0.74 c = 0.72 AREA 14 Building 0.25 Lawn 0.42 Pavement 0.27 Total Acreage 0.94 c = 0.70 AREA 15 Building 0.05 Lawn 0.07 Pavement 0.23 Total Acreage 0.35 c = 0.81 AREA 16 Building 0.26 Lawn 0.42 Pavement 0.56 Total Acreage 1.24 c = 0.75 AREA 17 Building 0.25 Lawn 0.43 Pavement 0.44 Total Acreage 1.12 c = 0 .73 AREA 18 Building 0.02 Lawn 0.05 Pavement 0.55 Total Acreage 0.62 c = 0.86 I INLET 19 Building Lawn Pavement Total Acreage 0.14 0.20 0.00 0.34 Area to Detention Basins 2.82 acres c = 0.64 1.04 natural grasslands@ 0.38 1.78@ 0.45 c = 0.42 Area to Flumes Building Lawn Pavement · Total Acreage 0.67 1.17 0.86 2.70 c = 0.71 I I I APPENDIXE