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CT 83-19; CALAVERA HILLS VILLAGE T; T SOUTH, SEWAGE PUMP STATION NO 2 DESIGN CALCS; 1986-10-07
I I I I I 'I. HT" SOlA-+h· I J I I 5~!)fl-' . Pv~F· . 'I ~T l\J*lC-u AJ.) -z.. I 'I I R~6PJ c&LS·· I I I I I I . ; 4 I I I I I I I I I I I I I I I I I I MANNING'S EQUATION AI. H..:#" 2 70 Units (O=ft, l=m)= ,,4. H. #" / < 0> Depth (ft) = <.07 > Discharge (cfs) -< .05 > Manning's n = <.012> Slope (decimal) = <.035> Diameter (in) <8> ./ ---'. eire Rae/Trap/Tria 1 2 MAN> Area (sq ft) Velocity (ft/s) Froude Number 1 = = = Critical Depth (ft) = Normal Depth (ft) = 1 to send to LP <CR> to continue? Hydraulic Radius (ft)= Depth to Centroid(ft)= Top Width (ft) = Specific Force = 0.02 2.80 2.32 0.10 0.07 0.04 0.03 0.40 0.00 1 Setup 2 Exit 3 C Print 4 P Print 5 Log 6 Transmit 7 Receive MANNING'S EQUATION ,Jq. H. -# / rc:; 4.,L/. :# :30 Units (O=ft, l=m)= Depth. (ft) = Discharge (cfs) = Manning's n = Slope (decimal) = '< 0> <.09> <.07> < . 012 > < .023 > Diameter (in) = <8> <--- Circ 1 1 to send to LP <CR> to continue? Rec/Trap/Tria 2 MAN> 1 Area (sq ft.) Velocity (ft/s) Froude Number Critical Depth (ft) Normal Depth (ft) = = = = = Hydraulic Radius (ft)= Depth to Centroid(lt)= Top Width (ft) = Specific Force = 0.03 2.67 1. 94 0.. 12 0.09 0.05 0.03 0.45 0.01 1 Set.up 2 Exit 3 C Print 4 P Print 5 Log 6 Transmit 7 Receive I I I I I I I I I I I I I I I I I I I MANNING'S EQUATION .4.#. #.3 rO A,)-/. ~ 2 Units (O=ft, l=m)= <0> Depth (ft) -<.04> <--- Discharge (cfs) = <.03> Manning's n = < . 012 > Slope(decimal) <.073> Diameter (in) = <8> Circ Rec/Trap/Tria 1 2 MAN> 1 Area (sq ft) = Velocity (ft/s) = Froude Number = Critical Depth (ft} = Normal Depth (ft) = Hydraulic Radius (ft)= 0.01 3.09 3.18 0.08 0.04 0.03 Depth to Centroid(ft)= 0.02 1 to send to LP <CR> to continue? Top Width (ft) = 0.33 Specific Force = 0.00 1 Setup 2 Exit 3 C Print 4 P Print 5 Log 6 Transmit 7 Receive MANNING'S EQUATION Circ Rec/Trap/Tria 1 2 MAN> 1 Uni ts (O=ft, l=m) = < 0 > Area (sq ft) = Depth (ft) <.04> <---Velocity (ft/s) = Discharge (cfs) = <.01> Froude Number = Manning's n = < . 012 > Critical Depth (ft) = Slope (decimal) = <.0175> Normal Depth (ft) = Diameter (in) = < 8 > Hydraulic Radius (ft)= 1 to send to LP <CR> to continue? Depth to Centroid(ft)= Top Width (ft) = Specific Force = 0.0.1 1. 35 1. 52 0.04 0.04 0.02 0.01 0.30 0.00 1 Setup 2 Exit 3 C Print 4 P Print 5 Log 6 Transmit 7 Receive I I I I I I I I I I I I I I I I I I I MANNING'S EQUATION '19. H. '# ZOe. Units (O=ft, l=m)= <0> Depth (ft) = <.04> <--- Discharge (cfs) = <.02> Nanning' E, n = < . 012)- Slope (decimal) = <.054> Diameter (in) = <8> Circ 1 1 to send to LP <CR> to continue? Rec/Trap/Tria 2 Area (sq ft) MAN) Velocity (ft/s) Froude Number Critical Depth (ft) Normal Depth (ft) 1 = = = = Hydraulic Radius (ft)= Depth to Centroid(ft)= Top Width (ft) = Specific Force = 0.01 2.46 2.69 0.06 0.04 0.03 0.02 0.31 0.00 1 Setup 2 Exit. 3 C Print 4 P Print 5 Log 6 Transmit 7 Receive MANNING'S EQUATION Circ Rec/Trap/Tria 1 2 NAN> 1 ,Lt.H. #4 Ttt:J F/.H. ~.3 Units (O=ft, l=m) = < 0 > Area (sq ft) -0.00 - Depth (ft) = <.02 > <---Velocity (ft/s) = 1. 97 Discharge (cfs) -<.005> Froude Number = 3.19 - Manning's n = < .012 > Critical Depth (ft) = 0.03 Slope (decirnal) = <.095> Normal Depth (ft) = 0.02 Diameter (in) -<8> Hydraulic Radius (ft.)= 0.01 - Depth to Centroid(ft)= 0.01 1 t.o send to LP <CR> to continue ? Top Width (ft) = 0.21 Specific Force = 0.00 1 Setup 2 Exit 3 C Print 4 P Print 5 Log 6 Transmit 7 Receive I I I I I I I I I I I I I I I I I I I , MANNING'S EQUATION Au # ? 10 ·A/llt w Units (O=ft, l=m)= <0> Depth (ft) = <.04> <--- Discharge (cfs) = <.02> Manning's n = <.012> ~lope(decimal) = <.0336> Diameter (in) = < 8 > Circ Rec/Trap/Tria 1 2 MAN> 1 Area (sq ft.) = Velocity (ft/s) = Froude Number = Critical Depth (ft) = Normal Depth (ft) = Hydraulic Radius (ft) = 0.01 2.09 2.16 0.06 0.04 0.03 Depth to Centroid(ft)= 0.02 1 to send to LP <CR> to continue? Top Width (ft) = 0.33 Specific Force = 0.00 1 Setup 2 Exit 3 C Print 4 P Print 5 Log 6 Transmit 7 Receive MANNING'S EQUATION Circ Rec/Trap/Tria A. II. # 14 ~.II. #-1'7 1 2 MAN> 1 ro Units (O::ft, l=m)= <0> Area (sq ft) = 0.01 Depth (ft) -<.05> <---Velocity (ft/s) = 1. 88 - Discharge (cfs) = <.02 > Froude Number = 1. 87 Manning's n -< . 012 > Critical Depth (ft) = 0.06 - Slope (decimal) = <.025> Normal Depth (ft) = 0.05 Diameter (in) = <8> Hydraulic Radius (ft) = 0.03 Depth to Centroid (ft)= 0.02 1 to send to LP <CR> to continue ? Top Width (ft) = 0.34 Specific Force = 0.00 1 Setu.p 2 Exit 3 C Print 4 P Print 5 Log 6 Transmit 7 Receive I I I I I I I I I I I I I I I I I I I A 1-1. # {o 10 Units (O=ft., l=m) = Depth (ft) - Discharge (cfs) = Nanning , s n = Slope (decimal) = Diameter (in) -- 1 to send to LP 1 Set.up 2 Exit fl. tI. :# 7 <0> < . 1 > <--- <.06 > -( . 012 > < .01 > <8> <CR> to continue? 1 Area (sq ft) = O. tB Velocity (ft/s) = 1. 90 Froude Number = 1. 30 Critical Depth (ft) = 0.11 Normal Depth (ft) = Hydraulic Radius (ft)= Depth to Centroid(ft)= Top Width (ft) = Specific Force = 0.10 0.06 0.04 0.47 0.00 3 C Print 4 P Print. 5 Log 6 Transmit 7 Receive MANNING'S EQUATION Circ Rec/Trap/Tria 4.1-1.# 'ire> ~.U#B 1 2 NAN> 1 Units(O=ft, l=m) = < 0> Area (sq ft.) = 0.03 Depth (ft) = <.09> <---Velocity (ft/s) = 2.3·0 Discharge (cfs) = <.07> Froude Number = 1. 59 Nanning's n = < . 012 > Critical Depth (ft) = 0.12 Slope (decimal) = < . 015 > Normal Depth (ft) = 0.09 Diameter (in) = <8> Hydraulic Radius (ft) = 0.06 Depth to Centroid (ft) = 0.0-4 1 to send to LP <CR> to continue ? Top Width (ft) = 0.47 Specific Force = 0.01 1 Setup 2 Exit 3 C Print 4 P Print 5 Log 6 Transmit 7 Receive I I I I I I I I I I I I I I I I I I I MANNING'S EQUATION Circ Rec/Trap/Tria AJI.# A.1t # 3 1 2 MAN> 1 8 fcj Unit.s (O=ft .. l=m) = < 0> Area (sq ft) = 0.02 Depth (ft) = < . 07 > <---Velocity (ft/s) = 3.44 Discharge (cfs) = <.07> Froude Number = 2.74 1'1anning's n = < . 012 > Critical Depth (ft) = O. 12 Slope (decirnal) = <.0475> Normal Depth (ft) = 0.07 Diamet.er (in) = <8> Hydraulic Radius (ft)= 0.05 Depth t.o Centroid(ft)= 0.03 1 to send to LP < CR> to continue ? Top Width (ft) . = 0.41 Specific Force = 0.01 1 Set.up 2 Exit 3 C Print 4 P Print 5 Log 6 Transmit. 7 Receive i1ANN lNG'S EQUATION Circ Rec/Trap/Tria AtI.#g A.J/.# /0 1 2 1'1AN> 1 70 Unit.s(O=ft., l=m)= < 0> Area (sq ft) = 0.02 Depth (ft.) -<.08 > <---Velocity (ft/s) = 3.34 - Discharge (cfs) = < . 08 > Froude Number = 2.51 Manning's n = < . 012 > Critical Depth (ft) -0.13 - Slope (decimal) = <.039> Normal Depth (ft) = 0.08 Diarne·ter (in) = <8> Hydraulic Radius (ft)= 0.05 Depth to Centroid(ft)= 0.03 1 t.o send t.o LP <CR> to continue ? Top Width (ft) = 0.43 Specific Force = 0.01 1 Setup 2 Exit. 3 C Print 4 P Print 5 Log 6 Transmit 7 Receive I I I I I I I I I I I I I I I I I I I MANNING'S EQUATION Circ Rec/Trap/Tria 1 2 MAN> 1 A~fI. #: /8/0 4.11.# 10 Units (O=ft, l=m) = <0> Area (sq ft) = 0.01 Depth (ft) = <.03> <---Velocity (ft/s) = 1. 72 Discharge (cfs) = <.01> Froude Number = 2.10 Manning's n = < . 012 > Critical Depth (ft) = 0.04 Slope (decimal) = <.035> Normal Depth (ft) = 0.03 Diameter (in) = <8> Hydraulic Radius (ft)= 0.02 Depth to Centroid(ft)= 0.01 1 to send to LP <CR> to continue ? Top Width (ft) = 0.28 Specific Force = 0.00 1 Setup 2 Exit 3 C Print 4 P Print 5 Log 6 Transmit 7 Receive MANNING'S EQUATION A. J.I. =If 10 ro A.I-! # / I Units (O=ft, l=m)= <0> Depth (ft.) = <.1> <--- Discharge (cfs) = <.09> Manning's n = <.012> Slope (decimal) = <.0175> Diameter (in) = <8> Circ Rec/Trap/Tria 1 2 MAN> 1 Area (sq ft) = Velocity (ft/s) = Froude Number = Critical Depth (ft) = Normal Depth (ft) = Hydraulic Radius (ft)= Depth to Centroid(ft)= 0.03 2.61 1. 73 o. 14 o. 10 0.06 0.04 1 to send to LP <CR> to continue? Top Width (ft) = 0.48 Specific Force 0.01 1 Setup 2 Exit 3 C Print. 4 P Print. 5 Log "6 Transmit 7 Receive I I I I I I I I I I I I I I I I I I MANNING'S EQUATION Circ Rec/Trap/Tria A . .fl. # /-:::s 1 2 MAN> 1 A. I-I.-#: 12-10 Units (O=ft, l=m) = < 0 > Area (sq ft) = 0.01 Depth (ft) = <.05> (---Velocity (ft/s) = 1. 75 .Discharge (cfs) = ( .02 > Froude Number = 1. 69 Manning's n -< . 012 > Critical Depth (ft) = 0.06 - Slope(decimal) = <.02> Normal Depth (ft) = 0.05 Diameter (in) = <8> Hydraulic Radit:ls (ft)= 0.03 Depth to Centroid(ft)= 0.02 1 to send. ·to LP <CR> to continue ? Top Wid·th (ft) = 0.35 Specific Force = 0.00 1 Setup 2 Exit 3 C Print 4 P Print 5 Log 6 Transmit 7 Receive MANNING'S EQUATION Circ Rec/Trap/Tria A.II.1i 1 2 MAN> 1 /3 TO A~ 1-1. #-a, Units (O=ft, l=m) = < 0 > Area (sq ft) = 0.01 Depth (ft) = <.06> (---Velocity (ft/s) = 2.13 Discharge (cfs) = <.03> Froude Number = 1. 92 Manning's n = < . 012 > Critical Depth (ft) . = 0.08 Slope(decimal) = <.025> Normal Depth (ft) = 0.06 Diameter (in) = <8> Hydraulic Radius (ft) = 0.04 Depth to Centroid(ft)= 0.02 1 to send to LP <CR> to continue ? Top Width (ft) = O .. 37 Specific Force = 0.00 1 Setup 2 Exit 3 C Print 4 P Print 5 Log 6 Transmit 7 Receive I I 1 1 I 1 I 1 I 1 I I 1 1 1 I 1 1 1- MANNING'S EQUATION ~.I-I. ~ I~ Units(O=ft, l=m)= Depth (ft) - Discharge (cfs) - Manning's n = Slope (decimal) = rIO ,q. H. :U: I b < 0> <.09> <--- <.08> .- < . 012 > <.02> 'Diameter (in) = <8> Circ Rec/Trap/Tria 1 2 MAN> Area (sq ft) Velocity (ft/s) Froude Number Critical Depth (ft) Normal Depth (ft) 1 = = = = = 1 to send to LP <CR> to continue? Hydraulic R?dius (ft)= Depth to Centroid(ft)= Top Width (ft) = Specific Force = 0.03 2.64 1. 83 0.13 0.09 0.06 0.04 0.47 0.01 1 Setup 2 Exit 3 d Print 4 P Print 5 Log 6 Transmit 7 Receive MANNING'S EQUATION A. N. # /0 ,10 4·/-1. # 17 Units (O=ft, l=m)= <0> Depth (ft) = < .06> < --- Discharge (cfs) -<.03> Manning's n = <.012> Slope (decimal) = <.02> Diameter (in) = <8> Circ Rec/Trap/Tria 1 2 MAN> Area (sq ft) Velocit,y (ft/s) Froude Number 1 = = = Critical Depth (ft) = Normal Depth (ft) = 1 to send to LP <CR> to continue? Hydraulic Radius (ft)= Depth to Centroid(ft)= Top Width (ft) = Specific Force = 0.02 1. 97 1. 73 0.08 0.06 0.04 0.02 0.38 0.00 1 Setup 2 Exit. 3 C Print 4 P Print 5 Log 6 Transmit 7 Receive I I I I I I I I I I I I I I I I I I I Circ 1 MANNING'S EQUATION A.i-!. #-17 --ro A. W. #" ~2. Uni -t.s (0= ft , l=m) = < 0> Dept.h (ft) -< . 07 > <---- Discharge (cfs) = <.03> Manning , s n = < . 012 > Slope (decimal) = <.01> 'Diameter (in) = <8> 1 to send to LP <CR> to continue? Rec/Trap/Tria 2 MAN> 1 Area (sq ft) = Velocity (ft/s) = Fr6Ude Number = Critical Depth (ft) = Normal Depth (ft) = Hydraulic Radius (ft)= Depth to Centroid(ft)= Top Width (ft) = Specific Force = 0.02 1. 55 1.25 0.08 0.07 0.04 0.03 0.41 - 0.00 ,1 Setup 2 Exit 3 C Print 4 P Print 5 Log 6 Transmit 7 Receive MANNING'S EQUATION A. 1-1. # -'27 -r-o A. f.I. # 71 Units (O=ft., l=m) = < 0 > Depth eft) = <.06> <--- Discharge (cfs)' -<.04> Manning's n = <.012> Slope (decimal) = <.042> Diameter (in) = < 8 > Circ 1 1 to send to LP .. <CR> to continue? Rec/Trap/Tria 2 MAN> 1 Area (sq ft) = Velocity (ft/s) = Froude Number = Critical Depth (ft) = Normal Depth (ft) = Hydraulic Radius (ft)= Depth to Centroid(ft)= Top Width (ft) = Specific Force = 0.01 2.79 2.50 0.09 0.06 0.04 0.02 0.37 0.00 1 Setup 2 Exit. 3 C Print 4 P Print 5 Log 6 Transmit 7 Receive .1 I I I I I I 1 1 I 1 I 1 I 1 I· I I 1 NANNING'S EQUATION Circ Rec/Trap/Tria 1 2 NAN> 1 A-. fill I~ 10 A. JI. It-20 Units (O=ft., l=m)= <0> Area (sg ft) = 0.00 Depth (ft.) <.02> <---Velocity (ft/s) -1. 71 -- Discharge (cfs) = <.006> Froude Number = 2.49 Manning's n = < . 012 > Critical Depth (ft) = 0.03 Slope (decimal) = <.055> Normal Depth (ft) = 0.02 Diameter (in) -<8> Hydraulic Radius (ft)= 0.01 - Depth to Centroid (ft)= 0.01 1 to send to LP <CR> to continue ? Top Width (ft) = 0.24 Specific Force = 0.00 1 Setup 2 Exit 3 C Print 4 P Print 5 Log 6 Transmit 7 Receive NANNING'S EQUATION Circ Rec/Trap/Tria 1 2 MAN> 1 A.I/. # 20 ~ A. J.I. # 21 Units (O=ft, l=m)= <0> Area (sg ft) = Depth (ft) = <.05> <---Velocity (ft/s) = Discharge (cfs) -<.02> Froude Number = Manning's n = <.012> Critical Depth (ft) = Slope (decimal) = <.013> Normal Depth (ft) = Diameter (in) = < 8 > Hydraulic Radius (ft)= Depth to Centroid(ft)= 1 to send -Lo LP <CR> to continue? Top Width (ft) = Specific Force = 0.01 1. 50 1. 38 0.06 0.05 0.03 0.02 0.36 0.00 1 Setup 2 Exit 3 C Print 4 P Print 5 Log 6 Transmit 7 Receive I I I I I I I I I I, I I I I I I I I I MANNING'S EQUATION A.II-. '# 70 /0 A)/. #: Z4.- Units (O=ft, l=m)= Depth (ft) = Discharge (c£s) = Manning's n = Slope(decimal) = <0> <.08> <--- < .05 > < . 012 > <. 01~1> .Diameter (in) = < 8 > Cire Rae/Trap/TriM 1 2 MAN> Area (sq ft) Velocity (ft/s) Froude Number Critical Depth (ft)· Normal Depth (ft) 1 = = = = = Hydraulic Radius (ft)= 1 to send to LP <CR> to continue? Depth to Centroid(ft)= Top Width (ft) = Specific Force = 0.03 1. 98 1. 46 0.10 0.08 0.05 0.03 0.44 0.00 2 Exit 3 C Print 4 P Print 5 Log 6 Transmit 7 Receive I, I I I I I I I I I I I I I I I I I I· MANNING'S EQUATION Units(O=ft, l=m)= < 0 > Depth (ft) -<.04> - Discharge (cfs) = <.02> Manning , -< . 012 > s n - Slope (declmal) -<.044> - Diarne·ter (in) = <B> 1 ~{--- R'~'i~ ,iT''''·;,; ;-j ;m:f5i;:;t ",<", "''''''kl + ... -2 NAN> Area (sq ft) Velocity (ft/::;) Froude Number Critical Depth (ft) Normal Depth (ft) 1 = 0.01 = 2.30 2.45 = = 0.04 Hydraulic Radius (ft)= 0.03 Depth to Cehtroid(ft)= 0.02 1 to 'send to LP <CR>'to continue? Top Width (ft) = 0.32 Specific Force = 0.00 1 Setup 2 Exit 3 C Print 4 P Print 5 Log 6 Transmit 7 Receive NANNING'S EQUATION Circ Rec/~rap/Tria 1 2 MAN> 1 A.I-I. :# "27 to A. 1/.# 70 Uni ts (O=f·t, l=m) = <0> Area (sq ft) = 0.02 Depth (ft, ) = <.07> <---Velocity (ft/s) -1.70 - Discharge (cfs) = <.03> Froude Number = 1. 42 Nanning's n -< . 012 > Critical Depth (ft) ~ O.OB -- Slope(decimal) = < . 013 > Normal Depth (ft) = 0.07 Diameter (in) = <B> Hydraulic Radius (ft) = 0.04 Dept,h to Centroid(ft)= 0.03 1 to send to LP <CR> to continue ? Top Width (ft) = 0.40 Specific Force = 0.00 1 Setup 2 Exit 3 C Print 4 P Print 5 Log 6 Transmit 7 Receive I I I I I I I I I ,I I I I I I I I I I MANNING'S EQUATION Gire FRoM VIl .. l../16£ 'Q" 70 4/./. -# 3 ~ 1 Units (O=ft, l=m)= Depth (ft) = <.0:3> <--- Discharge (efs) -(.01, Manning's n = <.012> Blope(decimal) = <.046> Diameter (in) = < 8 > 1 to send to LP <CR> to continue? Ree/Trap/Tria ;', '" MAN> 1 Area (sq ft) = = Critical Depth (ft) = Normal Depth (ft) = Hydraulic Radius . (ft) = Depth to Centroid(ft)= Top Width (ft) = Specific Force = 0.01 1.81$ 0.04 0,.03 0.02 0.01 0.27 0.00 1 Setup 2 Exit 3 C Print 4 P Print 5 Log 6 Transmit 7 Receive MANNING'S EQ,UATION Girc Rec/Trap/Tria 1 2 MAN> 1 A.ll# ?? to A~U .:/F-r;;. Units (O=ft, l=rn) = < 0> Area (sq ft) = 0.00 Depth (ft. ) -<.03> <---Velocity (ft/s) -2.17 -- Discharge (cfs) = <. .01> Froude Number = 2.8'8 Manning's n = < . 012 > Critical Depth (ft) -' 0.04 Slope (decimal) = <.0689> Normal Depth (ft) = 0.0'3 Diameter (in) = <8> Hydraulic Radius (ft) = 0.02 Depth to Centroid(ft)= 0.01 1 to send to LP <CR> to continue ? Top Width (ft) = 0.26 Specific Force = 0.0'0 1 Setup 2 Exit 3 C Print 4 P Print 5 Log 6 Transmit 7 Receive I I I I I I I I I I I I I I I I I I I MANNING'S EQUATION Circ All. # II A.I!. #??4--1 TO Units (O=ft, l=m) = < 0> Depth (ft) = <: • 12 > <.--- Discharge (cfs)' = <. 09 >' Manning's n = < . 012 > Slope (decimal) = «.01> Diameter (in) = <8> 1 to send to LP < CR> ,to continue ? Rec/Trap/Tria 2 MAN> 1 Area (sq ft) = Velocity (ft/s) = Froude Number -- Critical Depth (ft) = Normal Depth (ft) = Hydraulic Radius (ft)= Depth to Centroid (ft)= Top Width (ft) = Specific Force -- , . \. 0.04 2.15 1. 32 0.14 0.12 0.07 0.05 0.51 0.01 1 Setup 2 Exit 3 C Print 4 P Print 5 Log 6 Transmit 7 Receive NANNING'S EQUATION Circ Rec/Trap/Tria AtI.#3!? 1 2 MAN> 1 A.!-I. IF 34-70 Units (O=ft, l=m)= < 0 > Area (sq ft) = 0.05 Depth (ft) = <. • 13 > <---Veloci -t.y (ft/s) = 1. 89 Discharge (cfs) = <.09> Froude Number = 1. 11 Manning's n = < . 012 > Critical Depth (f·t. ) = 0.14 Slope (decimal) = «.007> Normal Depth (ft) = 0.13 Diameter (in) = <8> Hydraulic Radius ,(ft)= 0.08 Depth to Centroid (ft)= 0.05 1 to send to LP <CR> to continue ? Top Width (ft) = 0.53 Specific -Force = 0.01 1 Setup 2 Exit 3 C Print 4 P Print 5 Log B Transmit 7 Receive TABLE OF CONTENTS !. PAGE 1 ! VICINITY MAP .! PAGE 2 REFERENCES AND CRIT~RIA· PAGE 3-10 -SEWER STUDY' .,; . _:1' ! NOTE: EXHIBIT ATTACHED . " .... J VICINITY MAP :' ,) .... Q .> .oJ C2 Sheet No. 1 of 10 '. ~ .. . . . : . .. ':' ; . .J Sheet No. 2 of 10 REFERENCES 1. City of Carlsbad Standard Design Crite-ria, 198'4 2. Sewer Master Plan Staff Report" C:i ty of Carlsbad, Ap'ril 1985 3. Handbook of Hydraulics~ 6th Edition, Brater & King 4. Uniform Bu'ilding Code . . 5. T.M. No. CT-83-19/PUD~56 CRITERIA 1. Residential: 247 gallons per dwelling unit , "J 2. Recreation: 1600 gallons per acre -day " .) 3. School Site (Junior High School)~ 1100 gallons per acre -d~y 4. Peak Flow: Total Q x 2.5 5. Minimum Diameter: 8" 6. Minimum Slo~e: ,0.005 ft/ft 7. Minimum Velocity: Z.O feet per second 8. Maximum Depth·of FI~w: 1/2,diameter , , . 9.' Minimum slope for pipes with small capacities and velocity, less than 2 fps: 0.01 ft/ft ........ ' . . Sheet No.3 of ID SUMMARY OF CALCULATIONS VILLAGE DESCRIPTION, "Til "R" "U", "WII "X" "y" TOTAL RESIDENTIAL' (single family) JUNIOR HIGH SCHOOL" RECREATION AREA RESIDENTIAL (single family) RESIDENTIAL ( multi-familY') , RECREATION AREA RESIDENTIAL (single family) RESIDENTIAL (single family) RESIDENTIAL (single family) 4. Q = 0.233 MGD r' ,! 429 units x 2~7 gallons = .105,96) ~PD unit/day 20 Ac,. x 1100 gallons ',' . -,:' 22',000 GPD Ac./day ! I~2 Ac. x 1600 gallons = Ac./day" ' 20 units x 24;7 gallons',: unit/day = 248 uri~ts x -247 g~llons,' = unit/day 0.64 Ac. x 1600 gailo'ns,' = Ac./day 63 units'x 247 gallons _ = unit/day 73 units x 247 gallonS. = unit/day 8 units x 247 gallons = un~t/day 1,,920 GPD '4,940 GPD 61,256 GPD, 15,561 GPD 18',031 GPD 1',976 GPD TOTAL GALLONS PER DAY (GPD) 232,671 GPD ·1 Q' Peak = 0.233 x 2'.5 ~ Q Peak = 0.583 MGD for Sewer Pump Station " POOR QUALITY ORIGINAL S fob·.:·'VO' 71/ 2'\."') sewero CAL-CuL-ATloNS;PO~ Cd;t-Lf)tlei-A HIL-I,.!. VIL~A6e" TJI .V·4 ·' .---,..; . . /D -----~ .--,,,,(3 fRt'llI PT. rn6D pe{U {./-t1U1J USf3 TOTAL e IpcAf;:: Q.. t· D::D'cp; 'I R£.m Af'C.J(.~ PIPe ,mill V tJO.. 70 PT· NO. Rfsl03NT/AL (iE.ClfeATloN Scl/ooL sae t1lGD CFS m6D CFS SIze i( I o;d OPI=/...(JW (fps/ . -Do/m6D Ac,LmGo AC(17160 _ . . -,[IAI,) _M, • -pump ~TA - (f) 17>: 0·232 (j/)6/ 0.1Q9-8" 2121 {).'Z7~b ~.soG :<...011 -5 .. 2 I 0.5%3 .. I.~ 2..0 . ... ---qV% ---.. .-.. k~2'L . . . . - 'llO/;' , @. 1-1--~I II I . --(L~ 0 2... : O,I~S; o .. 2-D 9 O,?~Z 0.523 'i'" '0 I 'L()'()$ f),ti£o '1;7 '1 ~/7 -~--- 2 //0'. 0,&7;': Q>. 2-~ .g" 0,5;10 II o·o~z i () .OD I (:) o.oS-~ o.ogz., 0,/?;3 D.2ob (Jilin· o,??l4 2,7 2/0 /I /1 I' l' /1 II " " 11 II II .. /'" I} _(If) 3-4 ---' "Z .. -.' ... 7~ " I. <) '.> (V 4-5 11 ;11 Ii /' . 6.0/8 _ 0.00/ o.O/~ () ,0'30 0.0</8 o.07~ , 0.0287 6.}7o ',16 1..·0 - ~k, o· '2/~ II' .. @ /1 I{ .. t;'-?:, 0:0/7 ,_ o.(Job3 .. .. --. qj b.Z%c ,I 1/ II 6J 0-7 6·00b3 _.-'-• ¥.~ .. ... -. y " ., II /I @ 7-8 0 .. .' .. ¥~ •• ~/ I.' •• 0 '. . I' " ..... A, ... .-(1) 8-q 0 · .. .. . '., . ~ ... -.. ... . . " ... 1/ ,( @. 9-/0 " 0 o. __ ,. __ 0 --" > // . , I' ", 0 I' . , " .' 0_ '0 ' . .. . /0 ~ 11.:' .. . '. ,-.. " .. ' -' .. . ' .. ." . · . '-.-_ .. ~. ---------. . .. ,. . . .. ·'·Lo.~ . ,I /I /I " 6"-/'1. : . O.QOo'b . · ., ---f-.---~-, -.-'--.---. ___ ~-.. _. ___ ._._ o~--.-----, • .1 lJ 6 -/0./ _ .. :', ~ . :." 1/ 1/ ... ,',. -.' .. • . '" " '>b. -Vo. 71/ 20 S ewe /3~ALcuL.A T ION-S pop \,c:::../tLAt/ eiiA f.}-IL-/"'.!' VILLA S15 \\ T J) , .. , \.J L- ID --.'-~ --~--'-r----'--' -.. "N:;' fRM. pr, rn 6D P6f!./ (/-J fJ/J (.-/S£3 TOTAL' e PEAK Q.' PIP~ t milJ D::DIH?'1 R.£.m Af('.r.,S MO. lOfT. IJO. ReSIDeNTIAL /i'.f£RffA noN, !}cl/o ol s I7c r1lGD GFt{. m6D CPS $/Z~, k~' ,/d OPJ!U1w V DU/rn 60' Ac./mGO AC/m60 .. .'. ,.cl;;~) (f:ps) --_. -, ---_.. -, ' -----.. /:1 o·~Z -I /I I~ , , 7-/'5 o.ooo~ (). 6 OD ~ 0 3 ----.. %ooz II ' 1/ " ~ " 7,1& I 0 -/10 'f ,,, ", II ' ' ,. 9 -/7 0.003 .' .. , .. " I·X, 0.2% '. I) . 0,71-o·Ob/ O.J../}s. 2..0'1 2.0" 1-24 ' o.O?J~ 0.0004 0.034-o.oS ~ o.o~~ 0·133 ,: g'l tlo iD.OS'/ o. '223 {,8" t'7 '% o.zz II O.3''l. 0,0/17 ,°',21 4 /,7" Z,t> .. 8 "" 'h' I ~ t' . ' ' 21-2'5 ~.ooo4 ,c·O'2.$ o.oL/3 oJJ,7o " '0.101 0.,041. ·tJ, ~ (}j .;, (; " ;z>z. ' " ~. O'l7 --> .. -.. 0, 'Z~~ .. 1'1, II ,. I·/' ~S-2q O. fJD() 9 8 -... ~. ~ o.zy " ,I , , , /I II, )..1-208 " .. -: "/ ' I' /1 , ' II' , ' .. " ')..013-10 " , ' 'f) , , . -+-------, Iy o.z~ /I II , I), . " 208-20 A ' , " , , , -_.-----, , , :.,(),Z"sY : " ' " J ( , . ... '" .. I, '// " ., .. . ., ,:/f , ... " :,' . " 26A~' 20 .. , . , .... , . ' " -, .. ., .. --.. . ~Z_ '. , 1/ (I .. 1/ I J 2b:JfL "-" ' "-'-"7~ -._ .. ---:.:;.,.. __ ..... _--,. -. , , ' .. , ' ' , / ' , 1/ ' , I( I I ' . " , ')~4 -31 D , - • ..,,1 'f , , .' lob. 1 0 .71/ 20 . . !' " , " JJ SewC8/O ·CAt.;cc)("ATfON-S. FOf!:.-~A-Lf)lIef2..A /-I-IL-~.!. . VILLAse T ;to D::Dt:R'I (Me F/;. ('111 P r. rn6D Pf3jU t./-I AJ IJ use TOTAL G-PEAK. Q. PIP6 mIN .. NO· . l.ofT. IJO· RfSICf3NT/AL (f[£!?f!A TloN Sc.IIooL sIre t1lGD GF~ m6D CFS SIze .. . 1<.' Pjd OFFL/){J) V Oo/rn6D Ac,LmGJ) AC/m6o .. 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" ---T--f-, --.'---'"---,---''--------+---:-------'---1------;---~--t----l--'--'~-t--i--+---'--'-i~-: --j'""' -+1-' ~ i ' f 1 --:------l-----~--~----.-------.1'-------------------f-~!--__;:-__i-__;-_t--'"'-_;_--'--+-___ -1-_ --"--r--- ------------------,------.. ---------------------.-r--.~L 1/ -' .' 1';0 ~ 1 __ ~. ____ : ___ -___ ~ __ -____ .:.-' I ~ T: 1 vu-e. ----:;;' ,--¥t:I;SY ~"~N-~'--'-~,,",,""'-I..a-. ~ --'---f---~r'i2 .1 --, • Ijg,77- --.--,--~----- -i -1 ( I • l I , ' -~-.. --: .. _----------:----r--T ---;;--~--:--!--; -... -~ ......... -~.~,... .... ..-..~ '-~,-"""""---"-.---'---.... ....... , _ 7 __ _ ~./) ;ht~ ___ l: ':L~~~-_~ ___ ; __ -7-",' 1 -..-,------,--'----, ---"--+---, -----------<-.--, ; i ________ .~_ ... __ .._. _____ ._ ............ ___ .~k. . ' l i .--.. --~ ... ~.~. I -"-.... --:~ ~. ~ _._-.. _,----, i ----,- , ' -,--- , ( , : .. , ~~#. ,',. "W' ... 'l 1/,2. 2(11-) (!c:;;oD )4 (N'( 4{"o 1'70 : . =-2.~;"~~1::c-~:r ~~l-'vJ/r.. =.. 'J -]'"--_., "-';--r" ~ ;: • t ! ",,,,,,,,,~,,*,,,,-,_ ~N:-___ "' __ "'_"'''' __ :----_~_ ....... ~~_. ____ "~_~ I ---.-------~. -----,---_._---'-,-'-"!-'---.--;--. --..>. -.. ---. ._--'~- • // \/t ~TJ-:S-Ir· "(~~.-~) E86-011.001 369-86"'01 T· , . I " : .' . .'\ , • J,' October 7, 1986 .. :. '.' ,'j'.:-, c, ; . ":, ., ~ ~. ,:" \ :, ~: ~, ':.: '\ . '. Christensen & Associates 444 West C Street '. ::,(Vr:{,~~;j;(~l~~~!~~~j~i~~t:~~~ ",:~:i~{i~~':,:::i Suite 400 San Diego, CA 92101 / . .' pF f' I CALAVERA HILLS SEWAGE ;":R;~;tl;if~');' ~~~~~~T~~N w~2i, ~~R~I~G R ;,: ';"')':'1"'''' ._'.:'. This letter responds ~o John S. Murk Engineers', Inc. (JSME) •• It" . ": ' .' ,I '. ~ . °t .: • . . ~ ~ .. .. , , , J.":' .'. review comments per their letter dated July 22, 1986 and also i. . .; ._', addresses their comments marked on Sheets' 28, 29, 30 and 3'6 ~. . , .. :,..... of the first check set as submitted on .July 11, 1986~ A copy " . ".: .. <.,<'. of the July 22, 1986 JSME letter is attached for ready .~ ,.::<!~'!~r~(:~J~rt:'~~~I?~~t'7:'·:·:'reference. Our responses are organized and numbered th~ same .' . \""'f:"!I;f""'1L~{$.'{·.I'/"<I".t'''''··· as the JSME review commentf? ~. . ~,: ·;.\i~';~Wi/},; .. ·· NBS/Lowry Responses to JSME Review Comments , ." .' • " ~ I ;: .... :>:.: .... ", ' .,' .; ~ • to ,. ,,: !'/'" c'.;:· .. · ... -'~. . ':~:.:y .. ,. SEWER STUDY 1. No response required. DESIGN CALCULATIONS 2A. No response required. 2B. 621 gpm is the design peak rate of inflow to the pump station when the satellite pump station serving Village's T & R operates. Calavera Hills s,ewage p~p station #2 is sized to pump at this peak rate. However, the total volume of sewage conveyed or pumped to this facility over a 2-hour period is not calculated as 621 gpm x 120 minutes because the satellite pump station,· does not operate continuously. Rather, it cyc-;J.:es on and off just as does the subject pump station. Tnetotal volume of 10920 Via Frontera • P.O. Box 28100 • San Diego, CA 92128-0100 • (619) 485-1500 • (619)578-7140 .. ~'~:j~;;:~'~:" . ~~. -"t.~:· -~:1 ~, ! : f " " , I '-.. { . . ' , E86-0ll.00l 369-86-01 Dan Lee October 7, 1986 Page Two I • sewage arriving at this pump station in 2 hours equals. '- . . the peak rate of sewage generation x 120 minutes. The . i • I • peak rate of sewage generation is 170 gprn .from Villages .~L~:,J,:'·:.·~~.'.l'~:;.:i:~::.':""" .... .' U, W, X &.¥., and 250 gpm from Villages T & R. Thus., the ;.~.-;:.<:.,\:\:" ~f~~f:;:i.~~~;:';;:'--', ';/~,'-: design flow rate for holding tank volume c~lc::ulation. is,: '.!Str.:~·);!.ti: {,~;~\~}.;};~},: .. ,:, :':.<i/: .. 42.0 gpm x 1.30 (safety factor) = 550 gpm. _ .. .', ' .. "c',. '<.'\::';:'.~·'~:;·-~',~.~\r;Ji~~f~~~{;; 1 .... :~\; .1'':~'.I·~~·;~:~~\·¥~~::1J·~·'':·'''::~I.··.:'''' ". '., .'" . . I ".' , . ":::.l. ~, .... ~ ... :,-1-:;~~ .. ~.;::(~:,~~};.l~~~.: .~ ",,, .. ,:,~ 2C. The minor loss calculations are documented in Attachment' . '. :';'/ iJ '," f ,- No. 2 to this letter. 2D. No response requi*ed.: ,.fe" fti " ,.f' 2E. No response required. 2F. , .. The holding tank provides 94 minute·s 9f storage capacity at a QPWWF of 550 gpm. NBS/Lowry's disc'Ussions with Larry Willey (City of Carlsbad) on. June 17, 198-6 indicated that a storage capacity at QPWWF in exce,Ss of 20 to 30 minutes would be adequate for this facility. See item 2B above for a discussion of the QPWWF for storage volume calculation purposes. The pump room, wet well and holding tank have been designed assuming no ground water above their respective floor slabs. The bouyancy calculations shown on 'pages 23 through 34 of my calculations dated 4 July 86, do not pertain to the design that has actually been submitted for the City's approval. If ground water is subsequently determined to be present above t~ese floor slabs, redesign of these structures will be required as indicated by the note. on Drawing Nos. 29, 30 31 and 33. 2H. Charles W. Christensen & Associates is responsible fo~ implementation of a geotechnical exploration of the pump station site. NBS/Lowry under&tand~·that suchexplora- tion will be conducted prior to construction-, and that the design will be change<;l as necessary to acc'Olt1Illodate actual ground water conditions •. PLANS AND SPECIFICATIONS 3A. NBS/Lowry evaluated the pumping requirements' and concluded that variable speed pumping. was not needed. "'f" " .. , , .' I ~ .., •• ~ < ~ :i: I • ." ': t~ ~v !. • . ; ~. ~ • , : E86-0ll. 001 369-86-01 Dan Lee October 7, 1986 Page Three " " 3B. NBS/Lowry's discussions with Larry Willey on October 2, 1986 clarified the City's requirement for a bypass connection at the pump station. A tee fitting with ~ " ' " , " , riser and blind flange will be provided on the sewer " '~,,' ~ ~)liJ{~~~~k',~';;i';' >;": ," '~ force main near the wet well to enable a portable pump" : :;',::::I\~~\i:;;:,; • ',,"" U}."'U"")J " ',', ',' t t f th t 11 d d' h . t th f .1. .\<,-!-<"" ~ ':Silr.{~;'~{i:hW\f)',,::i,-J.:,) '" " .. ;.,.f::.... 0 . pump ou 0 e we we an . ~sc arge u~ 0 e orce, ,>;!~~iUn ~ "::'l'1,f,t~;~~~1l~(:'::'i'}';',,;:: '::;;'~',l : ma~n. Access to the, wet well w~ll be prov~ded by the', : >.irj";*Wf~M :~ ,,;:/'::~::'?~':"+'l':' ::1' ::,.! ."" "''.::'" 24-inch manhole access hatches through the wet well roof ...o:';\h~hJ.jifi ~,' .:(";",, ":";', slab. ' , ' " ," >;>v.:'; ~ . : . ~... \. \ :.:,;. , , ' ' 3C. NBS/Lowry's discussions with Larry Willey on October 2,' '.,,'. . , , " . :1. " . ' . , , " 1986 indicated that tbe vertical ladderlstair COl1'figura-' , ... ..,.," tion per,,' the present;j,'<'aesign will be acceptable i,f a grab '. " bar (or other device) is also provided to facilitate 3D. climbing in and out of the pump stati.onentry vault. Two adjustable grab poles have been added for this purpose. A 5'x10' double leaf hatch is 'provided ove;r the pumps., 3E. Mechanical details have been aqded to the dr~wings and clearance requirements are now indicated. 3G. The steel stairs and appurtenances are now ca'lled out to be hot-dipped galvanized. NBS/Lowry's discussions with Larry Willey on October 2', 1986 indicate that an 1-l/2-inch,metered fresh water service with air gap tank will not be reqpired for this facility. Instead, a I-inch water line terminating in a 3/4-inch hose bibb and protected against cross connection by a reduced pressure backflow device will be sufficient. Such a system has been added to the contract documents. 3H. See response to Item 3E. 3I. A requirement for equipment guards per OSHA standards has been added to the contract documents. 3J. The pump motor specification has been rev;i.sed to require explosion proof motors. 3K. Details have been added to the drawing,s to clarify the location of the manual HOA switches. " ,. , , ',' , ~" • Ill' • . ; , : , '" . ' , ~ , ". ,'j " :. I. • ... j~ • ':: .' I • E86-011. 001 369-86-01 Dan Lee October 7, 1986 Page Four GENERAL COMMENTS • 4A. Details have been added to the drawings to clarify the mechanical, electrical and structural pump stgtion ,";,': ,', ;~.;, . ;;~;;;;, Sv:;':~:i~e~~i~~~~~ia~~YiJ~fs c~~~~~~ b~~~!;'~Hif~~' operating modes are acceptable and will allow the pump'>" station to handle peak flows. However, the lead/lag 4C. scheme offers m~re o~erating fl'ezipility' because, it would be: possible tg-'?'operate both pumps simultaneously if that were ever necessary for whatever reason. It is true that the engine-generator cot:!.ldbe downsized if the. operating/standby scheme 'were implemented. The, resulting cost savings ($15,00n -$20 r OOO), thOugh, are a small percentage of total pump station cost ($750,000). NBS/Lowry's discussions with Larry Willey on October 2, 1986 indicate that the City's operating staff strongly prefer the lead/lag cOncept. My discussion with Libby Tortorici on October 1; 1986 regarding this matter indicates that JSME would support whichever pump control concept that the City felt be'st served its interests. NBS/Lowry has not revised this control scheme for this second submittal, as our recommendation is to accept the lead/lag concept. The' indicated" inconsistency between the plans ,ahd specifications has been corrected. 4D. NBS/Lowry's electrical design consultant Qonfirms that the HI circuit breaker interrupting cap.;:tci ty is compatible with SDG&E's available fault current. Review Comments Marked on the First Check Set Sheet 28: An additional pole-mounted light has been added to increase work area vis,ibili ty near the pump room access hatch. Sheet 29: See response to item 3D above. . ( c t ,; . /. .' , , . ~ . .. ' :- 1 ~ I , , \ .;... , '. I ~ t • ~ •• # ~ f ( -• f. . :. " ~;-. .:: . E86-011.001 369-86-01 Dan Lee • October 7, 1986 Page Five Sheet 30: A Capital Controls Mode1 1510 auto-dia'1er for the telemetry system has been specified with alarms per City requirements. ~, ;,',;)':rl l~fi,;: i''';:' " ~~~~~ 36: -.j. • " " .~. . ..... '. ;: . :'.: ' cw .\~L-'l~fl':'1'\o~:!'\~'~""'tt.-.f:N'.~·~·" J ,:'i I !l~'~ ,,;.. " .~ ~. .'3 • '. ~ . , N. 1IIIIr/r, CllgillccrN, ill(". July 22, 1986 W.O. 86-6-02 (01) RECEIVED ,SEP 2 41986,; Mr. Ronald Watson Wildan and Associates NBS/LOWRY -S.D. 6363 Greenwich, Suite 250 San Diego, Cal ifornia 92122 Re: CT 83-19 Calavera Hills Village ~T" South Pump Station #2 Dear Mr. Watson; John S. Murk Engineers, Inc., (JSME) has completed It's review of 'the plans and spec I f,A cat ions ,{,and support I ng documentat Ion for the above referenced pump/station ~nd offers the following comments. 1. 2. SEWER STUDY FOR CALAVERA HILLS VILLAGE "T" The criteria stated on Page 2 of the sewer study, dated Aprfl 1'986, appears consistent with the City of Carlsbad standards. CALAVERA HILLS SEWAGE PUMP STATION NO. 2 -DESIGN CALCULATIONS A. JSME did not confirm the design peak weather flow (QPWWF) of 621 gpm but assumes this flow Is consistent with the flow criteria predicted under Item 1 above. NBS/Lowery applied a safety factor of 1.3, which Is conservative and consistent with acceptable deSign standards. B. Sheet 4 of the referenced document util izes at QPWWF of 550 gpm for sizing of the storage volume. The 'Citystandatds require a 2 hour holding time at QPWWF which is 621gpm per', I tern 2-A. The eng i neer shou I d pro v i de documentat ion and, justification for'util izing a QPWWF of 550 gpm instead of the 621 established under Item 2-A. C. The c.Jlculations presented on sheets 4, 5, 6, and 7 are wil I defined. However, the engineer has made on assu~pt~on regarding the equivalent length of fittings and va~ves. The equipment length,determinations should be documented. D. JSME agrees with the recommendations for an 8" diameter force main presented on sheet 9, subject to documentation of the equivalent length per item 2-C. E. The wet weI I volume calculations on pages 10,11, and 12 are cons i stent with acceptab I e eng I neer "ng standards. F. The storage calculations on pages 14, through 22 contain a storage time of 2 hour at a QPWWF of 550 gpm. However. ' .. ,. , ~. ~. :;:1:1:;-11 J""''';'!:' Bm:i:w.t; • 1:;lrl.t;/uul. I;;liiffll"lli:1 !J:!tllJ:l-il:lIi7 • flit!J} ,J1:l::-7iIJliJ ·~ ! ;l;~:~~}P'",_ ~ "' ~ . '- . ~: ! 1 Ju I y 22, 1986 W.O. 86-6-02 (01) Page two , 3. G. H. Justification for using a QPWWF of 550 gpm Instead of 62J gpm should be provided. The buoyancy calculations presented on sheets 23 through 34 estimate the groundwater to a -depth of 5.84 below the surface will cause no uplift ·problems. Geotechnica.1 Investigations should be done to determine the maximum groundwater elevation. This Is typically done during de~ri gn. J n irecogn i zing the eng I neer was d f rected by the cfient to m~ke certain assumptions regarding groundwater (sheet 34), the specifications should require the· Contractor to provide geotechnical servlce~ to determine the maximum groundwater elevation. The results-of the Investigations should be submitted to the engineer prior to construction. Geotechnical Investigations should be conducted to verify that the soil will accommodate the bearing capacities determined on sheets 35 through 37. PLANS AND SPECIFICATION The comments made under this item will be limited to areas where meetJng of the City of Carlsbad Standards appear questionable. ' A. An I nvest I gat i on of the use of var i ab I e speed pumps was not- Included. 8. An emergency by-pass connection adjacent to receiving access holes is not shown on the drawings. C. The City requires access other than vertical ladders for permanent stations. Sheet 31 shows a vertical ladder for access to the stairs. D. The City requires roof hatches adequate for replacement and removal of major equipment components. A hatch should be provided above the pumping units for removal o,f the pumps. E. Per the City standards, a 11 structures sb~ 11 have amp"l e working room. The specifications state the clearance requirements per the City Standards, but the drawings do not show mechanical layouts to show cOffipl lance w:ith tbe clearance requirements. I ", , -.-.: ":"";: ,-, °tt't'o,: ' , ·f· .fi)'';-' •. ~~. ",. Ju I y 22, 1986 W.O. 86-6-02 (01) Page three 4. F. G. K. Per the City standards, interior steel shall be hot-dip galvanized. The steel stairs and appurtenances shown on Sheet 31 should be called out ~o be hot--dlp galvanized. The City Standards requIre 1 1/2" metered fresh water service with an air gap tank. A fresh water supply is not shown on the drawings. The City standards require that the piping layout shall pr..0V i de for";'easy access to pumps for ma i ntenance ~Oeta I led . ~. . . equipment and piping layouts ate not Included and ver ! f ! cat ion w! th th Is requ I remerit cCjnnot. be made .• The City standards require guards for all moving parts. Guards appear not to be specified. ' The City standards require explosion proof electrical appurtenances below ground.' Se~tion II, Part F of the Specifications callout for TEFC motors which ~hould be explosion proof. The City standards require a manual switch (H-O-A) adjacent to the motors. It is unclear on the drawings -where the switch is located. GENERAL COMMENTS A. B. The drawings should be furnished with more detail showing the pumps, suction and discharge ptping, the connectlon(s) between the wet well and the holding tank, the location of, the control panel and ventilation blowers, and the sump pump piping. Each of the pumps are sized to handle the design PWWF of 621 gpm at 314' TDH. The operatioh 6f the pumps shou~d be as Operating/Stand-by instead of Lead/La~. Failure of a pump due to impeller failure, coupling fa.ilure or motor fai lure is Indicated via a I imit switch on the discharge check valve assembly. Failure as Indl~at~d by the check valve limit switch when the operating pump Is caJled-tb be on I ine should disable the operating pump, and automatically start the standby pump.' Operation of the station as an Operating/Stand-by system will allow.a considerable downsizing of the the generator and ?-, ~ . . . " ." t ~:,~\ ;'?~:4 :~tf"t~I.;:lI'~'-::'~I:N e . . ' ., Ju I y 22, 1986 W.O. 86-6-02 (01) Page four electrical appurtenances. In addition, if the L~ad-Lag concept is maintained the generator could still be downsized considerably due to the fact that Wye-Delta reduced voltage starters are specified. . ... '." c. On sheet 36 detail E-l (one lfne diagram) 400A-J pole switches are shown. The specifications cal) out Wye-Delta starters which may require 6 pole switches. The applicability of 3 pole switch with Wye-Delt~ starters should be confl7med. -t., . .;- D. ~ / . . On sheet 36 det III E-I (one line dlagra~) panel HI circuit breaker Interu~:lng capacity should be compatible with SDG&E avallab!~ fault current. Should you have any.questions, please do not hesitate to contact our office. Very truly yours, JOHN S. MURK ENGINEERS, INC. Liberato D. Tortorici Vice-President and Principal Engineer cc: Leo Fyer Ray Rials LDT:kls:7-22RW I ' i ! I -! j [-----1:-I -t·· -+-·1 !:"L! --l-L. n! I I . "', . " '. ., BY Q.; • CHK'O' . , . I I Ii\;' '~ L . l I! i ~ f I ! 1 I h ! I i l i' l i. j .--L-U(:;)'?~fj!~/tP7 ,tVa-,,-l i b;' I iSHEET 7; iOF-s::J~ I I I O-fi fi ?-;ttf e i-.-3;-iFr-i 17-;; z:Y-zbQ l . I i I -I l' I ,I l r . . 1 1 I I I : ! I ',!' '. R.C;.E.' I j . I I I I I : . i,_+--+-_ .-.-.-.----~-.--.-.-----,..--'-~ .. ---"--, ..... --._.". ...... . ... -----.. -_. ---~-.--.- . . -..,.. -~ ~. --~ .. --'-"-"-,--:;"-- ---:---'"'-; . ; ; "---'-'--. . i :. '---'-----,-------- .~-----_ .. _ EZO(.J M £n!e l'" ; ,. ~ .. :~-.. -.-: -,_~_y /1(/£7: ___ .... _ ! ---'-.-----.. __ . ---------,-----------,...- i . , .-~-.... -. __ A • ___ _ S()I3TO rrJ t.. _. 319. 1:1 i i .1 I i '1 I I I i I ,. I, i i. --.---.. --------_._--------.. --.... -------.----:-~-,---'---,~.~~ ~--'-~--...:........-.,...--~-~~-,~:...... -.:.-f)/CJT5--.!... -----_ .. _--.... -. -------.--.:.-:-;-.-j .'-------.....;......~:...-,--.......... -:....-i. I -.. -',L_'./lLL .. F/T77//~-E~{/I!//.7LCNr LENC; Tn" ~4L //6:5 r~k'j-N, r=:e"CJ).v; :-'-i-!'-;~ leA ERa ' IM/?~.C7~ ~ J'~L1N.: /1 , ~ , : . iiI .----... -...... 'M N /ly.o,C"/lOi.IC_ . .D/lr/i ./-"/,1.. Q,,::;;-,,".vO"'~~n. ,:.c?·..uA/..::: ...... ~~--·,--,.· ...... ,---l;1-..... --i~" . i ~; ; i ~ ! I ,-.1, __ ,_1 _ ....... //JLJlt:::/J7EO or//E/e'W/Sc, ;....... ______ .~--... __ ,'_.,...,.=-,. .-ri-. i ; ,E',o /1. 3' EO/T/eJ/'J. -' ____ ... , ~-.. ---_ .. -.--.--.. ~-.-------"- :1 (; .. : ".: ... ;---...-.... : .'. ~ i --:-----.! j -.. ---_ ... _-_. ---------.... -.. --.-.--.-----,----~- ._ ... --'-'''-'-"--"-" -'--'-. -"-"-'--'-"--~'-""""""-'~ 1 . ' .. -.-~~-.. ~. "---'-, --_. , . . . , , o!' •• t"", ". ~: . , • , ' , CAMERON HYDRAULIC DATA A handy reference on the subject of hydraulics, and steam f/~ Edited by /' C. R. Westaway and A. W. Loomis Sixteenth Edition Second Printing Price $10.00 c~ INGcA50lL-RAND~ Woodcliff Lake, N.J. 07675 S'JlEET '::;-or /0 .: ' r I j i , i I ! I i . , 1 f..;! • c···· .. " ""'; INGERSOll-HAND CAMERON HYDRAULIC DATA Friction of Water . Head Losses Through Valves' and Fittings Head losses (hr) through valves, fittings, sudden contractions and enhU'l!l" ments, entrance-and exit losss can be expressed in terms of the veloc:it\, head (V2/2g) by using the applicable resistance coefficient (K) ih the equatiolll<: hr = K ~ = K(0.0155)V2 = K (O,00259)gpm2 2g d4 Select applicable (K) from tables on pages 3-111 to 3-117; select (V) fur average velocity in pipe of diameter required to, accommodate fitting; 8l'l' examples on page 3-119, . A second method of expressing head losses (hr) through valvesl/-ud fittill)!~ etc. is in terms of the equivalent length of straight pipe that will prOdUl:l' the same loss as calculated by the Darcy-Weisbach equation for straight pip!'. (See table on page 3-120). The applicable equations are: hr = (f.!:) ~; K = f .!:. L = KD J~ D 2g D ' f where d = pipe diameter-inches D = pipe diameter in feet f = friction factor (from chart, Page 3-11) for zone of complete turbulencr·. g = gravitational constant-32.174 ftlsec2 hr = head loss in feet of liquid K = resistance coefficient (from tables on pages 3-111 to 3-120) is based (n . test data, or extrapolated from test data; and depends on design, sit.,' and type of fitting. L = friction loss in pipe fittings in terms of equivalent length in feet uf straight pipe (See table page 3-120). V = average velocity in pipe of diameter required to accommodate fitting-· ft/sec. From the above one can solve for (L) and LID ratio using the value of K from the tables and selecting f for the zone of complete turbulence. A third method of expressing head losses, particularly for control valve~·. is in terms of a flow coefficient CV' This is defined as: the flow of Iiqllid at 60°F in gallons per minute at a pressure drop of one pound per square inch across the valve. The relationship of Cv and K is shown by the followil1g formulas. 29.9 X d2 Cv = v'K and 894 X d4 K= . (Cv)2 The tables on pages 3-111 to 3-119 list K values for schedule 40 pipe in sizes UI' to and including 24" and are based on flows for complete turbulence. Since the K values between pipe sizes are close, it is reasonable to inter polate between sizes if they do not correspond to schedule 40 diameters. For K values for pipes larger than 24" it is suggested that the 24" value bE' used. The above text and tables on pages 3-111 to 3-120 are based on material in Crane Co. Technical Paper No. 410*. Reference to this paper is suggested for more complete review of this subject. * It should be noted that there is considerable variation in pgblished values of reo sistance coefficient K for different valves and fittings. 3-110 , . . , ~- ., .' ~ ....... ", .. " :~ . INGERSOLL-RAND CAMERON HYDRAULIC DATA Friction of Water (Continued) Formulas for Calculating "K" Factors for Sudden and Gradual Contractions and Enlargements (K values are for velocity in the small pipe) Gradual Contraction (Based on velocity in small pipe) f t .:;, , ... I I \ t at , I a. I d. B d, I c/ .1 \ ! \ I 6 ? -:.J K = 0.8 sin ~ (1 _ d,2 ) 2 d22 Gradual Enlargement (Based on velocity in small pip~) r;:: \ f 6 I!! 6 , I , ... , \ I \ -I a, I d, B d. I a. I \ , I / 1 \ I ... / t: 3 5 3) K = 2.6 sin f!f 1 _ d,2 )2 .2\ dl 4) 6 ( d,2 )2 K = 1-dl Substitute above values ofK in formula hr = K V 2 If desired, 2g areas can be used instead of diameters in which case substitute and ( : r for( :: r 3-118 S)/E£T 7 Or It . ; . . < ~ 1: ,,' n'r::' .~?~:: ; ... \.. ',' :'i: .. . :,: (::-: ~ ... ; ...... 5" hi2-~.f ·8 of 10 FRICTION-WATER-PIPE 'FITTINGS Friction of Water Friction Loss in Pipe Fittings Resistance coefficient K( use·in formula hr = K ~) The K factors in the table below are given for ulle in making estimates of friction loss for fittings not covered in the preceding pages . Type of fitting Disk or wobble meter Rotary meter (star or cog-wheel piston) Reciprocating piston meter Turbine wheel (doilble-flow) meter Be-hds having cofrugated inner radius K value 3.4 to 10 10 15 5to 7.5 1..3 to i.6 times value for smooth bend Example: Determine L (Friction loss in pipe fittings in terms of equivalent length in feet of straight pipe). Assume a 6" angle valve~ Schedule 40 pipe size. Select K from table on page 3 .. 111; select D and f for schedule 40 pipe from table below where D is pipe diameter in feet. Pipe Pipe Pipe SIze size size Pipe inches 0 inches 0 inches 0 size, 0 sch.40 Feet I sch.40 Feet I 'sch.40 Feet , .inches Feet , V. 0.0518 0.027 2Va 0.2058 0.018 10 0.835 0.014 24 1.8857 0.012 3 0.2557 0.018 12 0.9948 0.013 30' 2.3333 ,0.011 :Y. 0.0687 0.025 4 0.3355 0.017 14 1.0937 0.013 36' 2.8333 0.011 1 0.0874 0.023 5 0.4206 0.Q16 16 1.250 0.013 42' 3.3333 . 0.010 lY. 0.115 0.022 6 0.5054 0.015 18 1.4063 0.012 48' 3.8333 0.01.0 IV. 0.1342 0.021 8 0.6651 0.014' 20 1.5678 0.012 2 0.1723 0.019 Based on I" thick wall. Solution: For angle valve in 6" pipe K from page 3-111 = 2.25; D = 0.5054; f =0.015 L = KD = 2.25 x 0.5054 = 75.8 ft. -equivalent length of straight f 0.015 pipe. (this is shown in the table on page 3-120) For an example not covered in the table on page 3-120, take a 4;1 plug valve with flow through branch (From page H-112; K = 1.53) L = KD = 1.53 x 0.3355 f 0.017 = 30.2 ft. -equivalent length of straight pipe. 3-119 C" ',,' ~ ~ I ..... ~ o 'f . : '.~':" . I I I I Actual Gate inside valve Nominal diameter Friction -pipe inches factor full size d f open liz .622 .027 .41 :Yo .824 .025 .55 1 1.049 .023 .70 lY. 1.380 .022 .92 lVz ' 1.610 .021 1.07 2 2.067 .019 1.38 2Y. 2.469 .018 1.65 3 3.066 .016 2.04 4 4.026 .017 2.68 5 5.047 .016 3.36 6 6.065 .015 4.04 _8 7.961 .014 5.32 10 1002 .014 6,68 12 11.938 .013 7.96 14 13,124 .013 8.75 16 15.00 .013 10.0 18 16,876 .012 16,9 20 18,814 .012 12.5 24 22.628 .012 15.1 30 28 .011 16.7 36 34 .011 22.7 42 40 .010 26.7 48 46 .010 30.7 .. UD 8 .:;,,"1 • ".'11.";' '. ~ , l, ~~. f ~~ ·!.." .. ·1.· .• , ~~.~".~ .t ~ Friction loss in pipe fittings in terms of equivalent length-(L)-feet of straight pipe I SWing Long SId SId check Angle Globe radius tee lee valve valve valve 90" or 45 --Close -f-;i(,:: -Butter-90" sId Ihru branch return full full fly elbow elbow flow flow bend open open open valve 1.55 .83 1.04 3.11 2.59 5.18 7.78 17.6 2.06 1.10 1.37 4.12 3.43 6.86 10.3 23.3 262 1.40 1.75 5.25 4.37 8.74 13.1 297 3.45 1.64 2.30 6.9G 5.75 11.5 17.3 39.1 4.03 2.15 2.68 805 6.71 13.4 20'--1, 45.6 ... 5.17 2.76 3.45 103 8.61 17.2 25.8 58.6 7.75 6.17 3.29 4.12 12.3 10.3 20.6 30.9 70.0 926 7.67 4.09 5.11 153 12.8 25.5 38.4 86.9 11.5 10.1 5.37 6.71 . 20.1 16.8 33.6 50.3 114 15.1 12.6 6.73 841 25.2 21.0 42.1 63.1 143 16.9 15.2 8.09 10.1 303 25.3 50.5 75,8 172 22.7 20,0 10,6 13,3 399 33,3 33,3 99,6 226 29.9 25.1 13.4 16.7 501 41.8 41.8 125 284 29,2 298 15.9 19.9 59.7 49.7 49.7. 149 338 34.8 32,8, 17.5 21,8 65.6 54,7 54,7 164 372 38,3 37.5 20.0 25.0 75.0 62.5 62.5 186 425 31.3 42,2 22.5 28.1 84,4 703 703 210 478 35,2 47.0 25.1 3.1.4 94.1 78.4 78.4 235 533 39.2 56.6 30.2 37.7 113 94.3 94.3 263 641 47.1 70 37,3 46.7 140 117 85 45,3 ~6.7 170 142 100 53.3 66.7 200 167 115 61.3 76.7 .' 230 192 '12106 I ~100 24'1'048 '30 16 20. 60 50 =50 150 340 , 90" Weldi~g elbow Milre bend rid = 1 rid = 2 45" 90" 3.45 207 2.58 10.3 4.12 2.47 3.08 12.3 5.11 3.07 3.64 15.3 6.71 4.03 5.03 20.1 8.41 5.05 6.31 25.2 10.1 6.07 7.56 30.3 13,3 7,98 9,98 :i9,9 16,7 10.0 12.5 50,1 19,9 11.9 14,9 ' 59.7 21.8 13.1 164 65.6 25.0 15.0 18.8 75,0 28.1 16.9 21.1 84,4 31.4 188 23.5 94,1 37.7 22.6 26.3 113 46,7 . 28 35 140 56,7 34 43 170 66.7 40 50 200 76,7 46 56 ' 230 . 20 12 15 60 --------- Calculated from dala in Crane Co.-Technical Paper 410. K = f,:!:,.; 'f = KD: l ~ KD w~nr~ [) i· i~o:~" fl'rO riinmHI", In fe-,I. l) • . -Z Gl m :JJ U1 0 r-~ ~ Z c n » ~ m :0 0 Z ::I: -< 0 :0 ~ r n ~ ?-f 1> ~." ... ". , 0-~~~:;~/j) ~ - e ~ ~ 'cti "i ~ ~ r\ ........ to. , . ~ .; 't . i C', ., .. $'II££T /0 Or 10 Table 3.7 Equivalent Length of Straight Pipe for Various Fittings (feet) (Turbulent Flow Only, For Any Fluid) . - FITTINGS PIPE SIZE it· Va ~ Ill. 2Va 3 4 S 8 12 16 24 ~ Ya 1 1~ 2 6 ~O 14 18 20 .~ TEE1. 2.3 3.1 3.6 4.4 5.2 6.6 7.4 8.5 9.3 11.0 13.0 SCREWED 9.0 11.0 C.I. TEEL .92 1.2 1.6 2.1 2.4 3.1 3.6 4,4 5.9 7.3 8.9 12.0. 14·0 17.0 18;!) 21.0 23.0' 25.0 30.0 .EGULAR FLANCED 3.6 4.8 7.2 9.8 12.0 15.0 17.0 19.0 22.0 24.0 '28.0 to' E1.L C.I. ~ STEEL 1.5 2.0 2.2 2.3 2.7 3.2 3,4 3.6 3.6 4.0 4.6 SCREWED 3.3 3.7 C.I. Lalla STEEL 1.1 1.3 1.6 2.0 2.3 2.7 2.9 3,4 4.2 5.0 6.7 7.0 8,0 9.0 9.4 10.0 11.0 12.0 14.0 .ADIUS 'LANCED 2.8 3,4 4.7 '5:7 .6 .. 8 7.8 '8.6 9.6' 11.0 11.0 13.0 to· E1.L C.I. . ~~ STEEL .34 .52 .71 .92 1.3 1.7 2.1 2.7 3.2 4.0 6.6 SCREWED 3.3 4.5 C.I. STEEL .45 .59 .81 1.1 1.3 1.7 2.0 2.6 3.5 4.5 6.6 7.7 9.0 n.o 13.0 1.5.0 16.;0 18.0 22.0 .EGULAR FLANCED 2.1 2.9 4.5 6.3 8~1 9:7 .1-2.0. 13;0 15.0' 17.0 20.0 U" 1t1.1. C.I. ~ STEE1. .79 1.2 1.7 2.4 3.2 4.6 5.6 7.7 9.3 12.0 17.0 SCREWE 9.9 14.0 C.I. , - TEE. STEEL .69 .82 1.0 1.3 1.5 1.8 1.9 2.2 2.8 3~3. 3.8 4.7 5.2 6.0 ' 6.4 7.2 7.~ 8.2 ' '9.6 Lillit FLANGED 1.9 2.2 3.1 3.9 4.6 5.2 5.9 6.5 7.2 7.7 .8.8 FLOW C.I. ia STEEL 2.4 3.5 4.2 5.3 6.6 8.7 9.9 12.0 13.0 17.0 21.0 SCREWE 14.0 17.0 C.I. . 30;0 43.0 :47;Q 52:0 62,.0 TEl:. STEEL 2.0 2.6 3.3 4.4 5.2 6.6 7.5 9,4 12.0 15.0 18.0 24.0 34.0 37.0 aKAIICH FLANGED -.. " ... ;-7.7 15.0 20.0 25:0 30.0' 35.0 39.0 4'4;0 49.0 57:0 FLOW C.I. 10.0 ~ STEi:L 2.3 3.1 3.6 4.4 5.2 6.6 7.4 8.5 9.3 11.0 13.0 . SCREWED C.1. 9.0 11.0 . REC, STEEL .92 1.2 1.6 2.1 2.4 3.1 3.6 4,4 5.9 7.3 8.9 12.0 14.0 17.0 1'8.0 21.0 23.0 25.0 30.0 FLAIIGED C.I. 3.6 4.8 7;2 9.8 12.0' 15.0 17.0 19.0 22.0 24.0 28.0 110· LONG STEEL 1.1 1.3 1.6 2.0 2.3 2.7 2.9 3,4 4.2 5.0 5.7 7.0 8.,0 9.0 . 9A 10;0 11':0 12.0 n.o aJi:TURN RAD. 13.0 BEllO FLANGED C.1. 2.8 3,4 4.7 5.7 : 6.8 7.8 8,6' 9.6 11.0 11.0 ........ ~TU:L 21.0 22.0 22.0 24.0 29.0 37.0 ~2.0 54.0 162.0 79.0 110.0 ~ SCREWED 165.0 C.I. .86.0 STEEL 38.0 40.0 46.0 64.0 59.0 70.0 77.0 94.0 12.0.0 160.0 1.90.0 260;0 310.0 390.0 ' ~LOBE PLANGItD iO.O VALVE C.I. 77. 99.0 150.0 70.0 330.0., i ~TItEL .32 .45 .56 .67 .84 1.1 1.2 1.5 1.7 1.9 2.6 SCREWED C.I. 1.6 2.0 STEEL 2.6 2;7 2.8 2.9 8.1 3.2 3.2 3.2 3.2 3.2 3.2 3:2 3:2 3.2 GATE FLANGED 2.3 2.4 2.6 2.7 2.8 2.9· 2:9 3.0 3.0 3 .. 0 3.0 VALVE C.I • .... 'STEEL 12.8 15.0 15.0 15.0 17.0 8.0 18.0 18.0 18.0 18.0 18.0 ~ SCREWED C.I. 15.0 15.0 STEEL 15.0 15.0 17.0 118.0 18.0 21.0 22.0 28.0 38.0 50.0 63.0. 90.0 120.0 140.0 160.0 190.0 210.p 240.0 300.0 ANGLE FLANCED 23.0 31.0 52.0 74.0 98.0 120.0. 150.0 170;0 200.0 230:0 280.0 VALVE C.I. ~ STEEL 7.2 7.3 8.0 8.8 11.0 13.0 5.0 119.0 22.0 27.0 38.0 .. SCHWED 22;0 . 31.0 ~ C.1. aWING STEEL 3.8 5.3 7.2 110.0 12.0 117.0 121.0 27.0 '38.0 pO.O ·63.0 90.0 20.0 140.0 CIIiCK 'LANGED VALVE C.I. 22.0 31.0 ,52.0 74:0 ;98.0 120.0 COUPLING STEEl. .14 :18 .21 .24 .29 .36 .39 .A5 .47 .53 .65 OR SCREWED UNIOII C.I • .44 .52 . -t=? BELL STEEL .04 .01 .10 • 13 .18 .26 .31 .43 .52 .67 .95 L3 . 1.6· 2.3 2.9 3;5· 4.0 4:7 5.3 6.1 7.6 MOUTH .55 .77 1.3 1.9 5.7 7.0 IIILET C.I. 2,4 3.0 3.6 4.3 5.0 -p SQUARE STEEl. .44 .68 .96 1.3 1.8 2.6 3.1 4.3 5.2 6.7 9.5 13.0 16.0 23.0 29.0 35.0 40.0 47.0 53.0 61.0 76.0 )lOUTH 5.5 7.7 13.0 19;0 30.0 36.0 43.0 50.0 57.0 70.0 1-IIIL&T C.1. 24.0 1_-$ RIt. STEEL .88 1.4 1.9 2.6 3.6 5.1 6.2 8.5 10.0 13.0 19.0 25.0 :32.0 45.0 58.0 70.0 80.0 95.0 110.0 120.0 150.0 ENTRAIIT 11.0 15.0 26.0 37.0 '49.0 6LO' 73.0 86.0 100.0 f10.0 1'40.0 PIP& C.I. ES· SUD DEli h= (V,-V.)' FEET OF FLUID; IF V. = 0 b = ~ FEET OF FLUID N1.ARG&. W£NT 2g 2g I N/l~Sf§!t IbQJI'f1Ih~~CT 83" , ~ , ENGINEERS & PLANNERS •• ~bUT" E86-369.00l December 31, 1986 Dan Lee CHRISTENSEN & ASSOCIATES 444 West PC" Street Suite 400 San Diego, CA 92101 CALAVERA HILLS SEWAGE PUMP STATION NO.2: SERVING VILLAGES U, W, X, Y ["iT AND R JT This letter responds to Willdan Associate's review cOlJlIDents as indicated on their markup of the second submittal d;raw:ings and specifications. On DeceIilber 19, 1986" I spoke wIth FJ,'ed Schade, the Willdan Associa.tes' reviewer, regarding his comments. The following summarizes our discussion regarding certain key issues: . Item No. 1 - Item No. 2 - Should pump motors be 125 F,rP or 150 HP? 125 HP motors are adequate for one-pump operation assuming a high PC" factor (140 to 150). It is not adequate for two-p\lmp operation which is possible by either automati~ or manual pump control; 150 HP motors are reqUired for this situation. Ted will accept the 150 HP motor size to accommodate this condition. Should a dehumidifier be provided in the pump room? Ted said that some of the City of Carlsbad's pump stations are provided w-i th dehumidifier$. However, due to the large size of this project's pump room and the lack of any writtenlformal . City policy regarding this matter, Ted will not require a dehumidifier in the pump room. 10920 Via Frontera. P.O. Box 28100 • San Diego, CA 92128-0100 • (619) 485-1500 • (619) 578·7140 . E86-369.001 Dan Lee December 31, Page Two Item No. 3 -air compressor be provided to discharge air into the force main for odor control purposes? Ted believes that this is an important design feature, although it may not be necessa~y !f subsequent operation of t;.his pump stati.on does not reveal a problem with septic sewage due to the long force main. Thus, he agreed that NBS/Lowry should only design the elect-rical conduit and wiring for future installation of an air compressor for odor control. The compressor, its controls and installation will be subj ect t.P"· future design by the City of Carlsbad. JT NBS/Lowry has provided t~TO points for future location of this air compressor •. A stub-out is indica ted in the pumP room beneath the 5·tairway. Another stub-out is provided outside the pump room, near the stairway access hatch. This "'~\~"'Y"/~4.A"I€'\£I"\""'M ~ future comp~~~~d be located at either U"'Yl,,",';;:' ~"~-"I!.<\:;;> --.... --.,..Io~c=at--ro:Fl.~."-outs1:a~" location avoids the Item No. 4 - Item No. 5 - '2.4-~~ ~~ '6~-e \-oR. )-Il~ )~A'''\(£ need for explos±o:Fl.=p.r.e-6f construction. Should the pump room stairs and handrailing be of aluminum or galvanized steel construction? Ted prefers all-aluminum constructiort for the pump room stairway and handrails. However, he· would accept the galvanized steel construction that NBS/Lowry has specif!ed. The drawings have been changed to require atuminum handrails and a galvanized steel stairway. What is the maximum, a.cceptable fuel tank size for the engine-generato~? The second submittal shows the engine genera.tor fuel tank to be of 1000-gallon capacity. Since the maximum fuel consumption of the specified Kohler Model 450ROZ is 3.2 gallon per hour at 100 percent load, 1000 gallons of storage is a 31.25 hour fuel supply (for the wqrst case). Ted prefers that fuel storage not e~ceed a 24 .hour supply. Thus, this fuel tan~has een reduced in capacity to 750 gallons ( 23.4)hour supply at maximum load) • · . E86-369.001 Dan Lee December 31, 1986 Page Three Item No. 6 - Item No. 7 - Data sheets for the Kohler Model 450 ROZ engine-generator are attached for Willdan Associate's review (see Attachment No.1). What is the design basis for the'surge tank capacity that NBS/Lowry has indicated on the drawings? NBS/Lowry coordinated this surge tank selection _ with Fluid Kinetics, a firm in Los Angeles that specializes in surge tank design. A copy of Fluid Kinetics' computer analysis of the worst case surge condition is attached for Willdan Associates' ~eview (see Attachment No.2). JT The assumed worst case occurs with two-pump operation and a high "e" factor (i.e. C = 150), providing a combined pumping rate of 1050 gpm. the surge tank is conservatively sized for this case. Calculations rega.rding the. structural design of the surge tank and its supports will be required during pump station construction as part of the shop drawing review process. Neither NBS/Lowry nor Fluid Kinetics have done such calculati.ons at this time, as it WOUld. be inappropriate to do so before the surge tank supplier and final tank dimensions are determined. Th.e tank and its supports are required to be Qesigned for seismic Zone 4 conditions. Have structural calculations been performed for the indicated structures? NBS/Lowry submitted structural calculations to Christensen & Associates as part of the First Submittal on July 10, 1986.-Another set Or these calculations are included herewith as Attachment No.3. This attachment also inclu~es a copy of NBS/Lowry's letter dated July 17, 1986 and Christensen & Associ etter dated July 10, 1986 regarding the assumpti s that were made- for geotechnical de" . ameters •. : ' E86-369.001 Dan Lee December 31, 1986 Pa.ge Four Item No. 8 - Item No. 9 - Should the pump suction lines extepd into-the wet well as shown, or be revised to minimize maintenance problems? Ted does not like suction line~ protruding into the wet well as shown on the Second Submittal because the pipe and fittings would provide surfaces upon which debris could accumulate. The su.ction line should be either completely recessed or, if allowed to protrude into the wet well, should turn-down with the mouth of the flare fitting being 12" above the wet well floor. , {'¥ The Third Submittal drawings have been revised to require the suction flare fittings' to be mounted flush to the wet well w~ll. How far above the wet well floor should the pump suction piping be mounted? The Third Submittal drawings show the bottom edge of the suction piping flare to be mounted 12 inches above the wet well floor. This has been done to accommodate Larry Willey's (City of Carlsbad, Maintenance $upervisor) preference regarding this issue. He is against installing pump suction lines flush with the wet w'ell floor because then all debris will be drawn into the pumps. However" if less vertical clearance beneath the suction bells is desired, additional grout fill on the wet well floor can be required. Item No. 10 -To what level should the wet well water surface be pumped at lead pump shut-off? An NBS/Lowry's design criterion is to provio,e at lea.st two feet of water level above the top of the suction lines, to pr~vent (or at least minimize) the intake of air into the pumps when a vortex is created at the suction intake. If the City disagrees with this design criterion, or if operating experience indicates less submergence is also effective, . E86-369.001 Dan Lee December 31, 1986 Page Five Item No. 11 Item No. 12 - this control level can be readily adjusted; ei ther nmV' or, subsequent to pump stati<;>n construction. What should be the m~n~mum roof slab access hatch size above the skio.-mounted pumps? Ted"believes this hatch should be latge enough in size to permit lowering the entire skid-mounted pumping system through it into the pump room for installation subsequent to construction of the pump room roof slab. A minimum 9' xl 0 ~ ha tch would be required for this purpos~~ NBS/Lowry has assumed a different c6'nstruction sequence \<Thereby the skid-mounted pumping system would pe-lowered- into the pump room prior to roof Slab- construction; which was the construction technique used for the existing Calavera Hills sewage pump station No. 1 (desig,ner: J. S. Murk Engineers; Contractor: Taylor & Hoover) • If this construction sequence is followed, a 5'xl0' hatch is more than adequate for subsequent removal of pumps, motors and other mechanical equipment. Since the skid (to which the pumps are 'Inounted) is permanently grouted in-place, its, size is not a factor in selecting this hatch size. For these reasons, the 5'xIO' access hatch size has not been changed. Will NBS/Lowry's drawings (Sheet Nos., 28 through 38) be signed and stamped by a registered engineer? Sheet Nos. 28 through 38 w~ll be signed and stamped by a regist.ered engineer prior to City sign-off on these drawings, 'but follow-ing all Pi>t.( ",V Ci ty reviews and design changes, which is in ~ conformance with NBS/Lowry's policy regarding 'l\I(,LuQ~ fe1f'Dr~/S~ this issue. c..14~ ~ ~ ~I ~l1;:J\lJ13ENr h .. . d . f . . ,... tern No. - W Y ~s a~r entra~ne concrete spec~ led ~n Specifications Section X, Article 3.3?' NBS/Lowry typically specifie£ use of an air entraining agent for cast-in-plaoe concre-te because it results in better qualit.y concrete. \ E86-369.001 Dan Lee Decerober 31, 1986 Pa.ge Six The use of an air entraining agent will-remain as specified. Please transmit a copy of this letter (and its attachments) to Willdan Associates for their review and response. Also advise City staff that the City Fire Marshall should be'given the opportunity to review the drawings and specifications in regards to the engine-generator fuel tank design and its compliance with fire safety codes. I believe it is important that the City re-spond in writing, indicating their approval or disapproval, to th.e issues raised in this letter as well as to the issues disbbssed in my two letters to you dateq.,,:'October 7, 1986 (submitted in conjunction with the Secon~~Submittal). Each of these three letters address design parameters that may impact ob.taining the City's approval of the pump station design. On December 29, 1986, I spoke with Ron Watson", Willdan Associat'es engineer, regarding this matter. Ron indicated tha.tthey would respond to these three letters "as I have -suggested, subseqnent to receiving the Third Submittal. I also believe' that it is important to receive Larry Willey's input during the design process. It is not clear to me that City staff or Willdan Associates are, in fact, seeking his comments. This, should be done as part of the City's revi~w. Steve Charette, of Owen Geotechnical, called me on December 18, 1986 regarding the geotechnical design parameters used for our design. I reminded Steve that our design i.s still based on the assumptions made by his firm in July 19,86, (reference your letter to me dated July 10, 1986, and my letter to Christensen & Associates dated July 17, 1986). ! would appreciate receiving a copy of Owen Geotechnical's geotechnical report if it has been finalized, so that 'our design can be revised if necessary to comply with actual onsite soil conditions. I also request that Owen Geotechnical provide ns with the seismic desigrt criteria that should be used for the structural design. of facilities located at this site. The development of such criteria is 'a typical part of geotechnical studies. The City's attention should be directed to tbe fourth paragraph of Specification Section II, A 6General) regarding the acceptability of a package two-stage pump system as ,. / / ./ ,E'86-369.001 .' ,l Dan Lee (/ J' December 31, 1986 ,I Page Seven opposed to the package single-stage pump system .shown on.the drawiLgs. If this, in fact, is a viable consideration, then I require direction from the City as to how such an alternative bid should be taken. " o Could a contractor bid both alternatives? o Should a proposed two-stage alternative be evaluated by the City during the bid, or after the bid but p~ior to contract award? o What cost parameters should be used to evaluate the. present worth of ' cost savings? These and other issues sho~~ be resolved if altern~tive bids are to be allowed. ' It should also be pointed out to the City that the specified Smi th & Loveless pump is a rather unique machine as I C}.m unaware of a similar pump by any other manufacturer. I have contacted Smith & Loveless regarding their expeiience with the Model 4D5 pump and was informed of only one other user wi th conditions even close to the specified performance requirements of this project. It is certainly possible that a more diligent record search by Smith & Loveless may uncover additional installations alrea9Y using this pump at s~milar flows and pumping heads. However, the underlying issue here is whether the City is comfortable using the specified one-stage pumping system (based on the Smith & Loveless ~odel 4D5 pump), or whether a two-stage pump system using more conventional (i.e. lower head) pumps may be appropriate, regardless of the comparative present worth of the alternative pumping configurations. DALE E. GRUEL, RCE dIm Attachments Attachment No. 1 Engine-Generator Data Sheets for Kohlel)/>Model 450ROZ , : ',~ ~!~:. ' '~'~1: ' .. ... '.~ '. ,'::, ;;~~~ ": .... '. ;'. 'Accessories and Options 'Cooling System . I D City water cooling system with heat exchanger includes: pipe threaded water connections, thermostatically controlled water saver valve, surge tank Heat exchanger mfg.lmodel Exhaust manifold type Cooling system capacity gal. (L) Connection sizes, .. . water inlet in. water outlet in. City water consumption, gpm (Lpm)/at °F(OC) o Remote radiator system Perfex C-820 Dry, standard 28 (106) 1.5 NPT 1.5 NPT 29.5 (112)/60 (16) Exhaust manifold type Dry, standard Cooling system capacity (incl. rad. & eng.) gal. (L) 23.6 (89) Connection sizes engine: water inlet in. (mm) engine: water outlet in.(mm) remote radiator; 3.5 (89) 10 hose Two, 3 (76) 10 hose top tank (inlet) In. 2.7500 bottom tank (outlet) in. 2.75 00 (Connection sizes and capacity based on Perfex OVD12B-10) D Block heater-1500-Watt, 120 or 208-240-Volt AC. D Radiator duct flange. D Remote radiator -vertical mount with 3-phase, 10 hp 60 Hz motor. Fuel System D Flexible fuel lines. D 20-gallon fuel transfer tank, with pump. D 8-gallon fue' uCinsfer tank, with pump. Exhaust System o Industrial exhaust silencIY-' D Residential exhaust sil~cer. D Critical exhaust silencer. o Flexible exhaust connector. WEIGHTS AND DIMENSIONS Engine Electrical 'System o Battery. o Battery rack. o Battery charger, trickle type with,power cord and leads. tJ Battery charger; automatic float type. . Engine "'Generator o Generator strip heater. o CSA approval. D Export boxing. o Spring isolators. • o Woodward PSG hydraulic isochronous governor. o Woodward 2301 electro" hydraulic isochronQus governor. o Series>·boost. . D·Raised drip cover; o Safeguard (breaker. D Load-sharing module. o Woodward 2301 governor w/load sharing. O:Remote speed-potentiometer. o Molded-case line circuit breakers, o Basler KR7FFvoitage regulator. o Basler SR8 voitage' regulator. o Isoiation transformer for voltage regulator. o Volts/Hz VOltage regulator moCiule. o Reactive droop compensator. Decision Maker II Accessories D Decision Monitor -sixteen lighi:remote,annunciator panel. D Fast-Check -diagnostic fault df;ltector activates controll~r indicator cirCUits without. operating ·engine/generator. D Extension wiring harness for remote mounting of controller. D Isolated alarm cOntact kit, O'Overvoltage protectiqn. Standard Equipment • Battery Cables • Mounting Base • Radio Suppression to commercial. standards • Operating Instructions· . Weight-Radiator Model: dry lb. (kg) 11550 (5197). , Overall Size: Lx W x H in. (mm) 4M56, 142.9 (3629); 4M60, 145.4 (3693) x 59.125, (1502)'j< 96.625 (2454) KOHLER CO" KOHLER, WISCONSIN 53044 PHONE 414 565-3381 TELEX 26888 TWX 910 264-3877 Kohler Co .. Slurge House-2nd Floor. n MI. Ephrrum. Royal Tunbridge WellS. Kent PN4 BBW. England Phone (0892) 47037,11.'9 Telex 95543 KOHLEA G Kohler Co .. Am, 02'12. Manhallan House. Chin S_ Rd .• Singapore 0316 Phone 73345tB Telex 20185 Code: GOS'()22B (686) Printed in U,S.A. Kohler Co. t986, All righlS reserved. KOHLER GENERATORS . YOUR DISTRIBUTOR: ~ ... , uperatlon HeqUiremems c ( Radiator-Cooled Cooling air CFM (rn3:min.) 60 Hz: 37700 (1066) 50 Hz: 30500 (863) Generator Specificatiops Type Exciter Voltage regulator Insulation Type Searing . Coupling Amortisseur windings Rotor balancing -type -speed % Voltage regulation steady state no load to full load Telephone influence factor (TIF) City-Water, Remote-Radiator Cooling air Combustion Air CFM (rn3/min.) @ 25°F 14°C rise CFM (rn3/min.) 60 Hz: 16200 (459) 50 Hz: 15100 (428) 60 Hz: 1600 (45) 50 Hz: 1270 (36) -. ..... 60Hz 50Hz 4 pole, rotating field Rotating brush less Static type, Sasler KR7F Class F Synthetic, nonhygroscopic Fungus resistant 1 -pre-lubricated ball Flexible disc Full Dynamic 125% 150% :!:1% Less than 50 Fuel Consumption-'gph(Lph)/Load 100% 60 Hz: 32 (121) 50 Hz: 29 (109) Features Vottage adjusting rheostat Field circuit breaker _ 75% 27 (1"02) 23:'(87) 50% ':19 (11) . 16·(60Y Radio interference suppressIon to -commercial-standards CSAlisted . Full wave rotating rectifier protected against high transient voltage by surge suppressor Setf-ventilated by ca.st aluminum fan Special 213 pitch desigri windings eliminate third harmonic neutral currents during parallel operation Skewed stator for smooth voltage wave form Large conduit box allOWS load connection from all sides, top·and bottom Shielded ball bearing designed for minimum S-10-life of 40,000 hours Rotor dynamically balanced to maximum vibration of 2 mils NEMA Class F insulation system with 5 varnish dips and epoxy coating for moisture and abrasion protecfion . :12(45) I 10(38) , Maximum total RMS harmonic distortion Generator test performed in accordance with IEEE standard 11~ Controllers .. -. " ....... ,."W'" •.. ZO'.-- Manufacturer Type ... -;::.. .. -... ~~~ Starting Method, Auto-Oft-Test Switch " Power Source, with circuit protection i I Size -H x W x Din. (cm) • Weight -lb. (kg) • AC meters, 3.5 in. (89mm) 2% FS accuracy (Volts. Amps, Frequency) • Meter phase selector switch • DC ammeter, 2 in. (51 mm) 2% FS accuracy • Engine H20 temp. gauge 2 in. (51 mm) 2% FS accuracy • Engine oil pressure gaug'e 2 in. (51 mm) 2% FS accuracy • Running time meter • Lamp test switch • Cyclic cranking • Panel lamps (2) • Engine cool-down time, 5-minute • Overcrank shut-down lamp (red) • High water temperature shut-down lamp (red) • Low oil pressure shut-down lamp (red) • Overspeed shut-down lamp (red) • Emergency stop lamp (red) • SWitch "off" lamp (red) -flashes if engine start control switch is in "off" position • System ready lamp (green) • High and low battery volts lamps (red) • Low fuel lamp (red) • Anticipatory low oil press. and high water temp. lamps (yellow) • Low engine temp. lamp (yellow) • Alarm horn and silenCing switch 5% o Decision Maker II Kohler Microprocessor LocaVRemote. two-wire 24-Volt. DC 11.75 (29.8) x 18.25 (47.5) x 12.25 (31.1) 33 (15) Standard Standard Standard Standard Standard Standard Standard Standard Standard Standard Standard Standard Standard Standard Optional Standard Standard Standard Standard Optional Optional Optional ..... ".; · -,:'" .' :;:: · .. ::;~~. <:~ " . : .... ~;:~ .... ~~ :.:j;,:;, " '~:i~' ,:.:;;}~ ':;.; ··.~·:Y , :~:~{??;: ~'::~~~f ... '. -~~! ':~ ". · t:: ~~~~~ ..... ?/-!. .... .;. .. -' ;'~'. ~:'~~~~i .'~ ::.,:) '. 'J: : •. ~\~~~ ~::.:.~~~ . _--" _ ...... ._--_ .. ContinuQus Stimdby Model Voltage Generator Ratings, kW/kYA Series Code Voltage Amps Phase Hz Model , 450ROZ 51 139/240 1353 3 60 4M56 450/562 450ROZ 71 277/480 677 3 60 4M56 450/562 450ROZ 81 1201208 1561 3 60 . 4M60 450/562 450ROZ ·91 347/600 541 3 60 4M56 -4!?0/562 450RFOZ 71 2201380 722 3 50 4M60 380/475 450RFOZ 81 1201208 1388 3 50 4M60 4OOl5OO RA~: '" models .. conIInUOUS SIatdly rated. Unit wtl1 operate at this rating for the duration of any ~ outage. '" _ .. ta!ed .. 0.11 ~ 1acIor. Contact IacIory for ratings of city water cooled and remota radiator models. &.arg. ~ may be used 10 ~ special application requirements. • ~ is so.C>ted 10 change withOut noIice. Kohler Co. reserves the right to change the design orspecificalions without noticil and withOut anyobrogation orliabilitywhalScievat: Availability can be determin4\d br contacbng )'QI' local Kohler Co. 0isIrib<*x . Deration Factors Maximum altitude before -gen. set derating ft. (m) Altitude deration factor - . % per 1000 ft. (305m) 5000 (1500) ·4 Application Data Engine Specifications Manufacturer Type Cylinder arrangement (number, inline, V. etc.) Displacement cu. in. (cc) Sore and stroke in. (mm) Compression ratio Piston speed Wmin (m'sec.) Bearings: mains. number type Rated rpm Max. power at rated rpm hp (kW) Fan power hp (kW) ·Cylinder head type and material Piston type and material Crankshaft material Valves. material Governor, make/model Frequency Regulation nO-load-to-full-load steady-state Air cleaner type - all models Lubricating System Type Oil pan capacity gals. (L) Oil filter (quantity. type) Oil cooler Fuel System Fuel supply line. min. 1.0. in. (mm) Fuel return line. min. 1.0. in. (mm) Max. lift of engine driven fuel pump ft. (m) Fuel prime pump Fuel filter Recommended Fuel 60 Hz -Cummins . VT-1710 50 Hz A-Cycle, Turbocharged V-12 IFf 1710 (28000) JT 5.5 (140) x 6.0 (152) 14.7:1 1800 (9.1) 1500 (7.6) 7 Replaceable Insert 1800 1500 685 (511) 570 (425) 17 (13) 10 (7) O.H.V. Cast Iron Cam Ground Aluminum Forged Steel Stellite Faced Cummins EFC Isochronous ±0.25% Dual. dry Full-Pressure 27 (102) 3-full flow and bypass Water-cooled I/~-: ~l f 0.6875 (17) ~ . : 0.75 (19) 4 (1.22) n/a Dual. replaceable element #2 Diesel , --.. Maximom intake air temp. before gen. set derating, OF (OC) Temp. deration faqtor-- % per 10°F (5.5°C) Cooling System Engine jacket w~ter capacity gal. (L) Engine jacket water flow gpm (Lpm) Heat rejected to COOling water at rated kW- dry exh. Btu/min. wet exhaust Btu/min. Water pump type Radiator system capacity (incl. engine) gal. (L) Fan. blades - dia. in. (mm) Coolant filter Exhaust System Exhaust flow at rated kW cfm (m3/min.) Exhaust temp. at rated kW, dry exhaust OF (OC) Maximum allowable back . pressure in. Hg. (kPa) Exhaust outlet size at hook-up in. Engine Electrical System Battery charging system ground (negative. positive) Volts Ampere rating Starter motor rated voltage Minimum recommended battery for O°F/cold cranking performance quantity voltage '" : .. 100 (38) 1 - , . , .- 60Hz 50 Hz 20 (75) 231 (876) 193 (732) H810 15730 22605 19965 Centrifugal 47 (179) 8 48 (1219) Replaceable. element- 4200 (119) 3500 (99) 965 (518) 1020 (549) 3 (10.2) two. 5 NPT , negative 24 30 24 . 935 2 12 .- .. Attachment No. 2 Surge Tank Volumetric S.izing Calculations by Fluid Kinetics ~ ~ G~ FLUID KINETICS FLUID KINETICS CORPORATION 2368 Eastman Ave., P.O. Box CE., Ventura, California 93002 • (805) 644~5587 • Telex 659250 TO • NBS-Lowry Associates • P.O. Box 28100 • San Diego., CA 92128 • ATTENTION. Dale Gruel Gentlemen: DATE.. December 17, 1986 JOe NO. iI FK 8620287 SUBJECT· For.ce Main RECEiVED We are sending you XX Attached 0 Under separate cover DE C 1 9 1986. -'-. via __ .....:ffi:::.a=i.;:::l _________ the following items: t\mS!LOV/RY .. $,D. o Drawings o Data Sheets o Bulletins i# x~ Surge Analysis Cales. / Copies No. Type Identification These are transmitted as checked below: o For approval xOCkFor your use DESCRIPTION o As requested D ___________________________________ ~-~--~-----~~- REMARKS: The attached printout shows the calculated performance of the surge arrestor proposed in our letter of December 16. as requested in your telecon today. Copy to: RCG:JT ( Signed :..,... ~ ___ ~-,--~ __ -,---,_--,.--:-_ Rob~rt C. Glover 6"~ FLUID KINETICS CORPr"'~ATION " (j)-.-"-'.-1"--.-------. --... ----------.. -----.--1, ---.-----.------.---.--.---.----.------.--" ----~-~---. -----.---.-.--." : I' . U*******.u*tuu:i;iu**u**u**********· \: :." . ·3\ -* INPUT DATA' * .r=---.-------------Uluuunnnt.t****nntnnuntntn---·--... -"-" -' .... ----... ----. .,------.----'--. ---.-'--~--' !C;:-~' Number of pipes = 4 . ~~.::tr _____ · __ ·:ini~~ n~~b~!,_~~~~~~~ ... ~i:.e 3!S o.~i~~~:'~f!~~o .. ;1-: cr . __ S.\J R.~~_ -.. _~k_~:!_ .}'1~ --.-.-------~,-.. ~I' masp erlC pressure ea = , ee 0 e U1 • Haxi~um real time of analYsis = 40,0 sec. :") ____ ~ Outl'ut ~s !:.i.~~~~_ ~v~r: . _.. . __ 1_~_~~_~.~_!~. ~_n.~.er~~~_ _ ____ ~ ~ <; -=_In.W.R"1'' __ .. _______ : __ _ J . ----LINE DATA----'F~'vt,C ~ \\.A A.liJ ' . ,.;---.. ----.. 'PtJrIrSTATION NUHBER r-DATA' -Husoe-r of-pUIPsisT"Nuilier -of sfages-lSu~p--ele'yation -='-~t13~-d'O.!..f1.-""----------'-. ::: K Factor thru the PUllip is 5,00 Stead~ state speed 1BOO, rPIi Holtent of inertia, is 32, Ib.-ftsa. !) Stead~ state flow is! ·"l~·~~:~,.SPA··'·~ Total D~na.ic Head is 362.00 tt, 'J --SURGE' TANK NUHBER -1'DATA -l{eadTos-s"lChctor'ent"e-i''ins -. 2.'40" E>:iting .,/ Ilialfleter of nozzle = 4.()0 in. Surface Area 7.00 sooft. ! ' ;.! Hiesht of water 5.00 ft. Initial air volume = : .. 30.000 cubic feet :.:----.... --·----pIPr-r---D= -8;00 in; [:-rU3o.-ft. -·f=0.·0240--t7A=,"'O.726 ·seF.-Junction-~-~-" .. ---... ---.. ----.--.. --.-------.----.. -----.--- ;~. Original wave speed = 1400.00 fps. Hew wave speed = 1418.45 fps. Percent differ.ence= -1.3181 r-. Upstream pipe elevation = 113.00 ft. Downstreaa pipe elevation.= 191.00 ft. -.. ----PIPE '1" II= 8.00 in. -[="-TOBO;--n; F=o.-o2~QT/A=-r;H2-sec.--'JUnction'-0 .----.---.. -.--------.. --.. -----.. - ')J; Orisinal wave speed = 1400.00 fps. New wave speed = 1446.13 fps. Percent difference= -3.2951 4 ~Ai U?stream pipe elevation = 191.00 ft. Downstreafl pipe elevation = 368.00 ft. ·:,i.-.------------PIPE'"'!-]=' 8.00 in-;--t=---7BS'ft'. -·t=O.0240--tl~f'O.43S .. sec;--JOlictron .. -""1' - ---.. -.-------... ---... -.--. --...... ---. ---. ---.. - Orisinal wave speed = 1400.00 fps. New wave speed = 1B03.65 fps. Percent difference=-28,8344 Z . . lIpstream pipe elevation = 36B.00 ft. Downstreaa pipe elevation = 3.78.00 ft. ; .. ---------PIP[-·4"ll="·B.·OO in-;---[::--"-·-·W)";-ft. r=O-.1l2WLlA="0.436 see-•. Junction 0'" --"'--.~-.... --. --._ .... -.... -----.- .' Orisinal wave speed = 1400.00 fps. New wave speed = 1400.00 fps. Percent dlfferenc,e= 0.0000 Z ~·.,'C>~ .... ------DTlWNSTRI~~~:.~;;~v;i;:~i;~:~:~~ -=. -::~~~ :i~:~~;~~i~::IjK~~~t~-;eva.t-io~.~o-.. _.3_~:~~~.!!:~_, -__ .__ --__ .. _. __ ......... _. _______ ~-.-- ' .. . ' ;---------._.-~.-. "'--.... --.......• ,----------....... __ .. --.----.' ,- •• o!. : ; .. ------.-~-----.... -. :: .. °1 ,:",I! .... -----------'--.. :""i :".i ; i , .. I' .... ~ ... 1 i .: " , ". ~ : I ~. ~.-__ ---.-:--. __ . _.--.. --.~-.. -.... -' -----------.-----...... --......... --~--......... ~~.-.-.--_ .. -. "'---. -.---.---@l-:'= ," ',/ . ;:i PRESSURE HEADS, H-VALUES AND VELOCITIES AS FUNCTIONS OF TIME ~~M~".'_~ •• =--=~=~~~~=~:~~=~~~~~:'-:=:~=~~-~~-=.=-=.~-=~~~-.~~~:~_-_-_ .... _ .. _ .. _ ., __ . ,_ ... _. _____ .. __ .. ___ . __ =-_ .. _:. ___________ _ .:[~ DEfINITION Of TERHS: :i· :"~: ..... -.. X "';-'REPRESENTS'A FRACTIONAL "PART OF THE TOTAL PIPE LENGTH .... .... . .... -........... -.. . ~: (NUMBER OF PARTS IS DETERMINED BY: WAVE SPEED, PIPE VELOCITY, PIPE LENGTH, TIME) ! HEAD-FT -GAGE PRESSURE MEASURED IN FEET ., ..... -......... H-FT -HYIIRAULIC GRADE LINE MEASURED' IN FEET .-:: d V-Ff'S -VELOCITY OF THE FLUIII MEASURED IN FEET PER SECOND ~! .~ ____ • __ .h ___ ••• ________ • ___ ••• , .cs~ArO'l ~.,.-e X HEAD-FT H-FT V-FPS X HEAD-FT H-FT V-FPS X HEAD-FT H-FT . V-FPS TIME = 0.000 SEC ------.--------------------------------- PIPE 1 0.000 7.02 0.200 341. 469. 7.02 0.40'0 .319. -i64. 7.02 :.: 0.600 7.02 0.800 277. 452. 7.02 1.000 256. 4-i7. 7102 I~ --~.--~-.,--~ --~ ....... . .. ~ .;.; PIPE 2 0.000 256. 7.02 0.125 228. 441. 7.02 0.250 200. 435. 7.02 -- 0.375 172. 7.02 0.500 144. 423. 7.02 0.625 116. 418. 7.02 ''''j 0.750 .. ·SB. . '7.02 0.875 -60'.' -'406. 7.02' ...... 1';000 . """32.----400;" """7;02--.."..-._-.-.. -- , I pi ;) PIPE 3 0.000 32. 400. 7.02 0.333 22. 393. 7.02 .·---:---------·-------1;0-00···-1. -7:79; ... 7;02 .'-.. -.--.... -. :"1 ;,:1 ______ .0.-'. ___ 0_._-... ____ -~_.-.-.. -.-~-~-_---.. ---__ _ _'71 PIPE 4 0.000 I. 379. 7.02 0.333 5. 373. 7.02 0.667 10. 367. :/ .... -------.--...... --.---1.000-' '-14 ... ··362; -'7~OT"--' ...... -.. --.... -- . I :J PUHP STATION NUMBER 1 Disc rge = 1100.0 Sp. each ~rC;{: 'SURGE TANK ~~~BER-l ..... -----.. -----... --.-.------.--- RPM= IBOO.O ---_._---------. -'---'-. .---.-.-----~ flOW OUT = 0.00 eFS WATER LE L = 5.00 FT.. AIR VOLUME = 30.00 CU.FT. J.:1 x V-FPS X HEAD-FT H-FT V-FPS X H~An-FT H-FT V-FPS ----------.---_._-----_._-_._ .. -_._----------_ .. ,-------_.-.--_ .. ----- -------------------------------------------------------- 0.000 '189. 402. 5.56 0.200 272. 401. 5.64 0.400 255 .. ' 400. 5.72 ---o';oo(y--13 ... j9S·;----·J;-so-·--o-;HOU---22r~--""197;·-'·"5;e8-·!~~OO -"20~~J95. 5. 97 0.375 5.97 0.125 180. 393. 6.05 0.250 157. 392. 6.14 -;·--0.2r-o;50o-·n1J~ '""389-;-----6-;31'----0 ;o2S"-BO~~8..,...--6r."39--....,.-..,.....:.-I . ',." J----. PIPE 2 0.000 204 • 0.750 62. 6.48 0.875 39. 385. 6.56 1.000 9. 377. 6.63 I -I.e: .1 .... "'-'--PIPE""3 --o~OOO-""'l';'--377; ····-T.03-·--·0.333 "11." 392; ·····7.0T .. ~·1l·.667 --.-IO; .. ····-,res;·-·';-OT--.-~.-.--~. 1.000 O. 378. to! .,,'-'---------rIPE-4---1>1000 ---·-o.--37B. .. --'0-;'333-'-4.--'372.' ····,·,'n-r;;oo7---=2-. -3~o~t11---' -.'---' J 1.000 1. 349. 8.19 1\ t--_._. __ .--__ . __ . ___ "___ . ___ . __ ~_. __ ... ________ . _____ ... __ .... _ '_'_'_~w __ '" '.~ •• _._ .--___ •• __ . ___ ......... -.-.----.--•• -•• --. ------~ 31 'I 1------" i ~I ('" r- ) I . ---.. ,---"-' .. -.--.. ---.-.---.---'---~------'----------'-.......,..-. .. __ .... _--_.----_._-\---_. __ .-... ---.. -.. -...... _-.,----... _--------_._...,.--'--....,;..-_ .. _-- ... _ .. _( .. ----_ .. _ .... --_ .. _._-_._._( --' -'-' .. _---,-----,.----_._----- ~, ~ .-c~-;--.-.--.. ---... -.. -----.-.... -.-.-... -< .. ----------; I. .; '. <.':.":".' ~. PUHP STATIOUUHBER 1 Di sihil' ,; 11.0 ... each· .. ' RPM" 1.0"· . '. ."'" .' ::'.' • @~~~~94 ;;---;;;TER-LEi" 4.40 FT. AIR VOLUME "--3~.23-~:FT. ----_ .. - . __ .----_. __ ._._+----_ ... _----_._-._._---... _ .. _------_ ... -.--.-. -'-.--. ---'-'- 1 / :l-.-TIME = 4.046 SEC X HEAD-F /H-FT V-FPS x HEAD-FT H-FT "~I I, PIPE 1 5.11 5.28 0.200 0.800 231. 176. 360. 352. .11 1 ------------------_._---------- 'JI . '. ,J 0.375 ,J-... -.---·--·· .. ------~;750 I PIPE 2 0.000 174. 365. 5.06 0.125 150. 364. 108. 366. 5.10 0.500 87. 367. -·;0;"··· '370 .. ·· -·S.OO·--··-0~875 --~ .... ''''371. ~ ~! ;~---__ ---~p.:.'--~:~: __ !: ;~!: _~:~~-~33-3~-~4. .. Vi , PIPE 4 0.000 O. 378. 8.77 0.333 -4. 364. '.'1[ .... --.... -------"-"1.000 ""--1';-349'. '8~04 -.. ---.. --_. __ .-.. • ~"q :) PUMP STATION NUMBER 1 Discharse = [-._-_. __ .. _ .... __ .. _._----.. _-_ .. -... -.-.., ......... _ .. J SURGE TANK NUMBER 1 ,0, . ,i FLOW OUT = 1. 78 CFS WATER LEVEL = 0.0 SPIft each RPM= 3.86 FT. AIR VOLUME = V-FPS 5.18 5.34 X 0.400 1.000 HEAD~FT H-FT V-FrS 212. 174. 356. 365. 5.21 5.06 .. -... -.. _-------------_._- 5.11 0.250 129. 365. 5.11 5.10 0.625 66. 367. 5.09 SiOS' ·-·-1t000·--'5i"~"'373~-· --~05--···--·---'· -- 5.04 0.667 1. 376. 5.05 . -... __ ._-... _---' ._---------------_._-_._-- 8.64 0.667 -1. 356. 8.62 ---_ .. _----_. __ ._------""". __ .. _--_._--- 37.95 CU.FT. .. ~ .... -_._-._-.-.... _ ....... __ ._ .... -'--.' .. --...... -.... -----_ .. __ ..... _ .. -._-------_. -_ .. -----_. --'-' l!1f ;"1,;., X HEAD-FT H-FT V-FPS X HEAD-FT H-FT V-FPS X HEAD.,.FT H-FT V-FPS . . :~~. 'C~;i:llffE-=-'-t;O~-c-.-. ----';"'" ;;..;.--"'.;;"'. -;..--= . ;.;;;.;;;.-,,--.... ;=-...... ;..-:..;.,;;;;;;;;:-, .... ;"';...-=--.-;..;.. ... ;..-;----=-..... --;.=~--;;;:.:=-----~ i:I-----.--. _lirE 1_~~~~-;:~: -... i:~;~:;~~u~:-;;~: .. -~:~-~:::-~~~-~;~~---------.- :1.51 sJ I • ml 164. 355. 3.71 0.125 144. 357. 3.73 0.250 125. 340. 3.77 -------.. --0 ...... 3...,.,75~·105';·-·_Z_6!;---"T.SO--_o;500· ---'B4-;--363';--"!';'SO' -. --(l.rn---n-.-m~-·"4;01'------...... PIPE 2 0.000 :,91 , I 0.750 51. 375. 4.01 0.875 30. 375. 4.00' 1.000 8. 376. 3.99 ',:j9~ ____ _ ,--nPM--'0-.'000----3 ;---""376,----"3.1'9"· '---0.333 .--.--. 0', -"'-:;77; .,,--""'3. ytr--n-o-:.. 6Or--"-~"-'J7S.-----z-;~' ----'--,.oj _"I 1.000 O. 378. 3.96 ,::L 1 ------;:F1fE'l .. --o·;'OOo----o.-"J78. .. 1.000 1. 349 • . I '''8>90''---01''333 ... ""2-.----370 ..... · . -a-.98---'---O..-o01-----1-, -'"J02·,----a.n---'- 8.B7 ..: ~! .:----.. -------"--ruMP-STATION-NUHFER 1 Discharge ::-.. t,).O·SPIl each .. RPM= . --r.o -.----... ---..... --------.----.----... ---.--... -.----·1 1 I .:/, .. ' : SURGE TANK NUMBER 1 ~~----n1Jlruu,_=-·--l~:n:FS·-.. -uAT£R IEVEL"=---"'--:l;'13-FT;--'AIR' VOLUME-:-" . "'41.01 'UU;FT-;-'----" --.. --.. --....... ---------.--.. -, . I . l! I .. ,j -----.--. ------.. "1.-'" HEAD:'Fr lFn-'-IJ~FPS-'-----T--'HEAD":FT'" 'H-FT .. , V-FPS . ------X----'llEAD':'FT-'l1-FT---V:':FPS"""-,.---....... ; I TIME = B.093 SEC -----------------------------.----------------------------------:""1 /\---_. ---.------. -_ .. -_.... ,,------_._----.---....... __ . __ .. _-_.-.. -. j-.,: ..---~-_._-_.--_. __ . ---_ .. _---.... _---_ .... -.. ', f·ol C·:, ;~;I .. ' ---------.. _ .. _-----------'-.. , -. ~€r·-·---.. -------.--.---.-.... ----.. --.. --.... -.... ----.-.... --... -_ .. -.... -.. ---.. --... , -.. --....... --.---..... , ., ~ "I ~ ,j ----------... ---... ,.-._._----:---'-~-._-_ .... -_._- (fj--- £ -.., • r"~-----·-·-----·---·-· -----._--"" --------.--.----.------. -. .-.----... --.. ----,----,.-.------,I . . . ,I PIPE 1 0.000 ~ 327. 2.46 0.200 200.' 329. 2.~8· >0.400 187. 331.· :;2.50 . ~~I .:. •• ~ __ ._._. __ ...... _. __ .... _.~~~~~._. _?~~ ... 3~~_~ ___ ~~~~._ .. _~.SO~_ ._~58~ __ ~~_ •. ___ ~~~~_ .. _ 1.000 144. ~35. 2.62 .. ~ (J}.... PIPE 2 0.000 144. 335. 2.62 0.125 123. 336. 2.64 0.250 1'03. .338. 2.68 'I' \~/:~;'J 0.375 82. 340. 2.71 0.500 71. 350. 2.550'.625 50. .352. 2.58 .:--.---. -------.. ----... ---0'.750 -32. 35:)'." . 2;58---' '0;875"'-"13; 359. 2.58'" · .. -1';000 ...... ---5; .... -363.·-"2;'59 .. PIPE 3 0.000 -5. 363. 2.59 0.333 -4. 367. 2.58 '0.667 -1. 374. 2.55 .. 1.000 "'-0. 378;'-" 2;55 .. PIPE 4 0.000 O. 378. 9.05 0.333 2. 370. 9.07 0.667 O. 358. 9.13 ,! ----.0----.--.---.. ---.. --.... 1;.000---r.--"'3.\9;--9~S' .... --.. ----.. ------.. --... _.-... _---_._-.. --'-. ---_._--'--.. --~--- PUMP STATION NUMBER 1 Discharge = 0.0 gpi each RPM: 1.0 SURGE TANK NUMBER 1 FLOW OUT: 0.86 eFS WATER LEVEL = 3.13 FT. AIR VOLUME: 43.07 CU.FT. .. .. --.---~-.-.--...... ..-----.. -.--------.---;-~ ..... ,- X HEAD-FT H-FT V-FPS X HEAD-FT H-FT V-FPS X HEAD-FT H-FT V-FPS TIME = 10.116 SEC ----------------- PIPE 1 0.000r-:20~ 319. 1.36 0.200 195. 324. 1.33 0.400 184. 328. 1.33 r .. --.. ---.. --------.--.. ---... "0;600" --172. . 332; ----1';35 . 0.800' '''160. '336. 1.~S -1;000"'-147-. -ns-;---r;l4"·----· . PIPE 2 0.000 147. '0.375' "97. 0.750 39. 338. 1.34 354.' "1-;43 362. 1.40 0.125 0.500 0.875 135. 348. 77. . 357. 18. 364. 1.47 0.2~0 116. 351. 1.45 r.~2 0;615 --'58; ---.Jw.'-'~ T:'l(/--------·-- 1.35 1.000 -1. .367. 1.35 ":-@~:~:-"--'-'----PIPE 3' -"0-;000'''''---':1;--'367. --1~3S 1.000 O. 378. 1.35 0.333 -.. '';'1;' "370. '1;35 ---0'.667 .--:..r;---'374-;--r;:;s-"-· ----.. : . .. ~ : . :"'. PIPE 4 SURGE TANK NUMBER 1 TIME: 12.139 SEC PIPE 1 0.000 . "-0';-~8. 1.000 1. 349. . 0.333 -1'; "367. 1'.0--' ---"-~ ..... --..... ---~--.. ---------------.. -----------~-N (W --W~S~ --=-i~--sic~ NOS:---~~---RJV-\ p. o.ooor 203!) 316. '-0;12 0.200 191. 319." '0.11 .. -·0.400 ...... 178.--322-; .. ·--O·;Il--~S .. ~titX\: 0.600 166. 326. 0.12 0.800 154. 329. 0.12 1.00() 141. '332. 0.1'3 .......... ". ..... ----.. --_._. __ ..... _----- .' .• .. .., .• ----. --.•• ~--........ _ .• _-_ •• _-._------••• ---?-.... " '--_. __ .. _----_.-----_ .. _--_ .. _--.-._-_ ... _. ----_ .. ----' _.---. '-----.-.. _-_._-------.. --------_._ ... --------.-~---.... -----... 1 ': (--.. :-.; '--.. ' ~------_._._---.. _------_ .. -... ~-.-... -.---_.--..... -_.---"'----...... _._--------------------_. __ .. _--.-_._ ... 'I . ! , -~-----... ---------------.------.--( .... -----_._... . --. ----( .--.------_._-------"-..,- J;~ _.... -' ._ .. --._. --.~-----.-{ . ______ . __ .--.--.. -----.. -.---.--.-.. --1 -. --.~-.--Ci2 I· . . . \.,,; ::; . '. .... '." '"... .. . . '.' '. . <PIPE 2 0.000 141. 332. 0.13 0.125 122. 335. . 0.14 :..··0·.250 \101 •. :l37. "O'fO .:' .. ;:-=:', .. ' ': 1 .' . . ... '. ...... , ... ,...:. : .. . 3 ~ ~ .'. . . 0.375 83. 340. 0.22 0.500 64.' .343. 0.25 .. ".0.625 . 44 •. ' :]346. . '0.26 ..... ; ... : . • ----·"();75{r--~.-·~49·.-·-·-0t"29·-·-.. U~87S···---·O·;·-152;·---·l);"3r-·-r.oUo--=~6Z;---o-."20 :' e:1b PIPE 3 0.000 -6. 362. 0.20 0.333 -3. 368. 0.26 0.667 -2. ;'373. 0.27 '1···--·--·--~-------T.tmO .. '-0;' '-'378'.-'---0';26-" -... --.-.---... ----... -. -.--~--.-.- H . r, . PIPE 4 0.000 O. 378. 9.21 0.333 1.' 369. 9.22 0.667 2. 360. 9.21 .r----·-···-'--"--' --"-'---'-'-1;-000 1. "349';-" "-9.18 ... -------.. .. -_ .. ---. . ... - -... ---... -.... -.' "-' .-.. --... --~-.. -----~-.. -.. "vl :, '..1 PUMP STATION NUMBER 1 Discharge = 0.0 gl'lI each '! RPM: 1.0 ,;1------------.. -.----.. -.-...... -.-.. -... . ..... -.. _-------------.--...... --.... --.--.-----.-.----. ----.--... --~ .,! SURGE TANK NUMBER 1 FLOW OUT = 0.04 CFS WATER LEVEL = 2.87 FT. AIR VOLUME = ::! - . . ... -.-.. '-' ~; i . ! 44.92 CU.FT. --_ .. _._ .. "-'---"-_.--... -.~,---.. -.. --.-.-----:-'--'" . , :0. X HEAD-FT H-FT V-FPS X HtAD-FT H-F} V-FPS .. \ PIPE 2 0.000 149. \340. -0.87 0.125 129. . .... --.-.... _-----... -----o-.~ '-;'();-·-,47-. --0'.98' ---0.500 _.-... 71. 0.750 34. 3,8. -1.03 0.875 16. O,OOO---'-"''3i ·· .. ·"'36~. -'-;:.1.04' . -'-0'.333' -1. 1.000 O. 378. -1.05 342. -350. 362. '370. .. .._----._ .... -.. _ .•.. --_.-._. --..... '''---'--.-.-~.-.------------------------------------ -0.85 0.400 185. 329-. -0.74 -0.80 .. ···-·-·1.000--·-149 ;·-·140~-;'U·.87----·--·-· -0.89 0.250 111.346.'::0.91 -0; 99· .. · --'(1;-625" -·~.---'-35'4-;--··9".-ol-~· --. -1.04 1.000 -3. 365. -1.04 .-1).'000' --1.--'378.--..,..21---r.333--·--J.. -. "'369 •. _. 9.22 .. ·-·--o·;'66/--1'.----35S.,----,·~·--· .-,----.-.. , i:nl 1.000 1. 349. 9.24 !J'l.. __ ._. ____ ._. 131: .- .. ~.i _. ---PIPE 2 -0.000 1~1. . 342. . -1.96" 0.375 94. 351. .-1. 98 0.750 35. 359. -1.87 . --._------..... -._----. , ,·r-· .. ----_ .. ,",j! . i " , . 1·--... -_._. ::·:.iC· , .. '. , PIPE --.- 3 0.000 -4. 364. -1.86 1.000 O. 378. -1.74 . ---.~-.. -------...... _. _. __ .,..,-.. -- "0.125 ... 131. . 344. -1.98' . . -O,2!iO 112".---'348".--=-1.98 .. -.. --: ' ., ... 0.500 74. 354. -1.98 0.625 57. 359. -1.94 0.S75 16. 362. -1.88 1.000 -4. 364. -1.86 "~-"--'" . __ .---.. -. __ ... _-.--... _ _ u ___ ••• ,_. ___ • __ • __ ••• _--. _. _ •• _._. ~ _. 0.333 -4. 368. -1.85 0.667 -5. 370. -1.85 .. -. a ••• _. _,. . _. ---' -_. ----_. --.-.. --._ .. :.--~ "0 m ' _._._-" ---.. 0.333 o. 368. PUMP STATION HUMBER 1 Disch~rse = 0.0 91'A each RPM= . :--.. -..... --SURGE' TANK NUHFER' 1 :! FLOW OUT = -0.67 CFS WATER LEVEL = 3.05 FT. AIR VOLUME = i -J X HEAD-FT H-FT ~! TIME = 18.209 SEC ----------------- V-FPS X HEAD-FT H-FT f""'--'---'--"-'-"-' .... -~--.-.-.-.---.~-.. ---.--.--__ . ___ a._.. . _ ... __ .... -......•... ~. 0.667 . .' t. 359. 9.23 -1.0 43.67 CU.FT. V-FPS X HEAD-FT H~FT V-FPS ------. , ------------------------ PIPE 1 0.000 226. 339. -2.28 0.600 187. 347. -2.43 0.200 0.800 211. 340. -2.30 0.400 197. 341. -2.32 .. ; 170. 346. -2·.50 1.'.~0 . ~??~ ... _3.~~. ---~~~-... --.. -,,---' .. 1 ,i PIPE 2 0.000 157. 34B. -2.52 0.125 137. 350. -2.54 0.250 117. 352. '-2.56 J 0.375 97. 354. -2.5B 0.500 79. 359. -2.64 6.625 60.361. -2.65 l' ----.. ---.. --..... -----... --...... ""1!;]50· · .... 40~· '''1'04;' "'~2;6o" '-"-0.875 '20; · .... 3lio;· .. · :":2.68 "--"'1';000' ----u-;--.j6S~ ...... :.2;08-.. ----.. · .... -..... " , PIPE 3 0.000 O. 368. .. 1.000 . -"''''0.'' ·"37B. -2.68 0.333 -2;72-' . • PIPE 4 0.000 O. 37S. 9.24 0.333 .;.--..... ------· .... --r~·ooo" "-r;'-'-149; ""'9';'2J--_. ,,----.. ...... o. 371. -2.70 0.6'670. 375. -2.71 1. 369. 9.25 0.667 1.. 359, 9.24 .. --_.. . ..... ~-... --.. ~;;.-. -.... -'--:-~-~ .-.-.---"!'-----~--.----- PUMP STATION HUMBER 1 DischarSe = 0.0 SI'I each RPM= -1.0 :_~_._~_. ___ ._ • ___ , •• _ • ______________ ._ ~ ____ -• ____ -___ ._. ___ o. ,; ,: SURGE TANK NUMBER 1 .) (?~)! FLOW OUT = -0. BO CFS WATER LEVEL = 3,27 FT. AIR VOLUME = 42.12 CU. FT • . . ~.-\:'~5:~.'--· ------.----_.-._---.---.---... -------.------.. --_ .. --. -----.. -----.--.-.-.----.. --.---.---.. ---.. -------. -~------ " X HEAII-FT H-FT V-FPS X HEAD-FT H-FT V-FPS X H(AD-FT H-FT V~FPS --TIHL"-20. 232' SEC' ---.. -=:-~: .:::-==::-::::.:~ .. ::.:::-:-:..-.... --.: .. ::':::': ::-:':::':':':-'':'--:'-' PIPE 1 0.000 243. 356. -2.75 0.200 229. 35B. -2.79 0.400 215. 359. -2.B2 ..;-_. ----.--.-... -.. -.. -0."000' -""20'0~" """'36'0''----,:z;83 ." ---0-;8'00 -'-"185'.-"'-'362. . :'2 ~8o"'--'1-;UOO-'--172 ~-"-'1OJ;---q-;ar- PIPE 2 0.000 172. 363. -2,B7 0.125 153. 366. -2.85 0.250 132. 367. -2.S7 .. 0';'375 .... IU; ... -168. ""'--=2;]8 . '1)."'500 -'--91; -""""370. "~;90----'l);o2S-' -'70-;-'3'71';---=2';'91""------.... 0.750 48. 372. -2.93 0.B75 31. 377. -2.B6 1.000 10. 378. -2.87 : -----rIPE"3 ... -O-'-OOo--TU~--... 378;-----:"'1;87' . -"o;:m"·-"r.-"""'378;· ":"2.'89 -. ''-'1J~'607 "---r.-"377';"'~':''1~B5''--.-,-. -.--~ .. - I .,' i., 1.000 O. 37B. -2.S6 --.' .. _-. 'PIPE 4 .. 0;000 . "0. 1.000 1. ·37B. -'9;24 349. 9.25 .. 1.' . 369, r'------... --... PUliP STATION NUMBERTD.iScnar!'le-=--'U;O sl'li''''each --"""RPH= '':1~'0' --.--------.. ---.---.. --.----'''-, --,..---., ) Ii f---' Ii I • A, ··C·, --._-_ .. __ ." .... _--_._--._--., .. -_ ....... -_._--_.- --.-. _. _. ------------'--'--------. .., .. , ----... ---_. __ .. ---_ .. _--.. -"---. ---'--"-->---'--, _._---_. " -'" -_. -.. -------.---~ -,------.. -.---,.~~.-.. --~.----_._. ,._._---. --.-~-.. -... ----. ", ! , . ----( , _ ....... _. '-' _. ""( ----_ .. -----_._-;;_._. ---. ---_.-. -... --~-- .~ .. X HEAII-FT H-FT V-FPS X HEAD-FT H-FT V-FPS X HEAD-FT ·H-FT V-FPS --------. . .. - . PIPE 1 0.000 261. 374. -2.68 0.200 243. 371. -2.66 0.400 227. 371. -2.69 ·~I-·-------. --.. -----.. --'O~600 ·211';----'"371";-.... ..;2·.70· "'O':SOO 'us;" --:J71";" -:"'2'.72 --~'UO-179"·.-·"'J70·. -2.73--' ----- ,J PIPE 2 0.000 179. 370. -2.73 0.125 157. 370. -2.73 0.250 138. 373. -2.81 . 3t ---~5--115;---"373;---=2-.1l2 --\)-;500--"94 ;-""3]3; .. "-::z;er---u.025"'-7T.' ' 373. -=2;B5----- ,:~-----nPM--:~::_::--::; -:.: . --::: -~;:-;;::--:;:::---:-=;--::;::-------, '~ ,,1 1.000 O. 378. -2.92 ' :sI. .-------r.~~.,.....--o-,' !9!----.------'flPE-l\--'-0 .. --000'---0 •. 378,"-·?15"---O-;333-----o·j-'--3eS,-" '--9;15--o.tio7-1. 359. 9,.24-----.. ----· ; 1.000 1. 349. 9.24 ' :~: . i }-·---------f'tJMP STAiIOInruMBER'-l D1s'ch~rge=----o';'()-gp~--e'ach ---'RP/i='---=1'.'0''' '''---, . i " " ., SURGE TANK NUMBER 1 r-; ----rtFL~-i94"'crs_ nllATER tEIJ£l=--"3~81 TI; '--AIR VOLUlit-::-·-~8;-3o"ctr.r-r.---·--·-' -~.~ ----.-.-----... . !i i -~: .P~ '6! .. _.--.. ---.-X--llEAD=FT ·H:.n----V-FPS-----"X -llE{ilr.:FI'"H.:n-" -'FFP"S· .. ·---X--]fEAIi=FT"T-n-I}=FF'S-----:--- " TIME = 24.278 SEC ---------------------------------------------------------------------~~;-(?~~-----oP'T1IF,....E ...... l-----O;UU(T'-.......,.2-r/7r-. -3709(1.---=2 ;:n---u .'200----201';--:;90';---"·:'1;-3o~-.~W-i4T-6 .-.-n39W'1. --=2~'3$'''------'' 321 0.600 230. 390. -2.37 0.800 214. 389. -2.40 1.000 198. ::1-1 ------rIPr"2--' ----o;o-oo--ml ~89 ;---';2 ;41'.----"1)'.125--' '175"--:m8i --"=Z;~5 ~"---O'250"·l52...-:m7~--=2..,r -. 389. -2.43 I 0.375 131. 388. -2.44 0.500 108. 387. -2.46 0.625 84. 386,. ":2.48 :: 0.750 61. 385. -2.50 0.875 38. 384. -2.51 1.000 15. 383. -2.53 ·.1-1 ----'-------.. --.------.. ------...... -.----~ .-------:- J" 38! 391-'0 .1 i PIPE 3 0.000 1.000 ._-_._----- PIPE 4 0.000 1.000 15. O. O. 1. 383. 378. 378. 349. -2.53 0.333 9. 380. -2.57 0.667 5. 379. -2.57· -2.57 .---.-.----.~.---------,-.. ~-.-----------. ----' ---_ .. _-'-' -,._- 9.25 9.24 0.333 1. 368. 9.25 0.667 1. 359. 9.25 I I ',1 . ·r"· ~Aj ---._--._---_. __ ._-----_ . ----...;.--____ -~I PUMP STATION NUMBER 1 Ilischarse = 0.0 SPJl each RPM= -1.0 .':" '0''---stJR1j[-IA~"'1UJ1fBER 1-" .. -----------,-- --.. ---.. ---.. - -.. -..... --_ ... .,i FLOW OUT = -0,81 CFS WATER LEVEL = 4.05 FT. AIr: VOLUME = 36.6.5 CU.FT. i '!' -'~I '.JI i ·:1 X HEAD-FT H-FT V-FPS X HEAD-FT H-FT V-FPS X HEAD-FT H-FT V-FPS TIME ='26.301 SEC .... -_ .. _-_ .. _" .. ,--.. -------~---' -.----~--""'":""'------_.--_ . ...;.---_ . ."i ( ' . . -: ..... ~!!'--' ------_. _ ... -_. ._" -. -.-.-----~----._----_._._-_._--' -'-. -,' -. ",1 ). -----._._----.. _-_ .. -.-.. , . ' <8' ·~I'-, . ,'. -----_. -------.---_._-_._----_._--'(j;L --.. ---' . . .;" , .. :---,,,:PIPE 1 : ........... . .: .. ': ~.:' :; I '. . ',:' 0.000 293. 0.600 .242. ~06. 401. -1.81 -1.86 0.200 0.800 276. 224. 404. 400. -1.83 -1.88 . 0.400 259. 1.000 205. 403. 396. -1.85 -1.85 ::. : .... '-,' r~1·-----·;;-P~-2-·-i::-;~~;~: -~:::;.-~~~.:~!: --i£-~:~---~:~~~;~ ;:;: . =:::i···--- ; {-_._. __ .. -. --0.750 0'3. 387. ':"1'.93 -();875--'-:39. ·'38~." ':1;93 .. ·-.... i~oo(l' -'--15';'---383-.--::1;93 -.. -----.. - , r n! i "j PIPE 3 PIPE 4 -----_. 0.000 15. -1;000' 0. 0.000 O. .... , r;ooo .-. '1'- 383. -1.93 0.333 9. 381. -1.94 0.667 378. -1.91 378. 9.24 0.333 1. 368. 9.25 0.667 . '349."" '9.25' , .... -.... -.. -_.---.-----.~ ... -- PUMP STATION NUMBER 1 Discharse = 0.0 SPI each RPM= -1.0 .': SURGE TANK NUMBER 1 35.19 CU.H. 4. 378. -1.94 ---......... -.. 1. 359. 9.25 ., . ---------c-------,-- '~ .. __ ..... _ ... _f.~O~_~U.~ .. = .. __ . ~~.~,~~.~~_,W~!.~~.l~~~L~ __ ..... ~.~~~ FT. AIR VOLUME = --'-"-'--' --~.-._---,.-----------------------.:. TIME = 28.325 SEC' PIPE 1 __ .. , .. o_ .. ___ .o_a ________ • __ _ .. PIPE 2 X HEAD-FT H-FT V-FPS X HEAD-FT H-FT V-FPS X HEAD-FT H-FT V-FPS ------~---------- 0.000 304. 417. -1.03 0.200 287. 415. -1.04 0.400 269. 413. -1.06 -·-1).'000' .... 252;'-412;'''·'',;.r;n· .. 0;800" --235 ..... -411 .... -:;r.OB---r;uuO--217~-1w;_--:.r.lO .. ------"--' . 0.000 '0.'375 0.750 217. 408. -1.10 143. '401. '-=1.15 68. 392. -1.22 0.125 193. 406. -1.12 0;250 168. '103. -1.1~ '0.500 -1'19.' 399.' :'1'.17 .. --1!.025---·93·;--·'-3:9S;"~_;r;n_-------·--·--·~-, 0.875 44. 390. -1.23 1.000 19. 3,81. -1.22 .~f--C}~~;: ---PIPE"3--' 0.0'00'----"19.---"'387.----;:;1";22--'-\).333· --·13".--~;-...... :;.1.13·'--O-;-5·fto.,...7 --r6-~ -'381. -1.2:r----'-' ;! 1.000 O. 378. -1.23 :,: 1.000 1. 349. 9.24 >, 'I 7mw-STATIOH HUMBf.RT-DEenirse ':-'0';0-gj>iI"'eaclf ---"-RPM""---,;.1-;0---.... ·--.. ----· -,-' ------,----.- I ~i .'; SURGE TANK NUMBER 1 > -r-------n:mr-OUT :----,.:0' ;'36"'CFS --WATER LEVIT--= -. -4 ;40 TT. '-AIR-VOLU/if=-' ·34.'2TCrr;rr;-·------.----. ------",----=-.. ,! TIME = 30.348 SEC '.: ~---.-_ .... -. 'i , -----. PIff '1 'j r--------./ ! , 0;000 -":310; ". '423.-'-":'0.'33 0.600 256. 416. -0.36 '0'.200 0.800 292. 238. v-rPs------,-' ----------------- .. 421. . -lr;33 ...... -U~·400·."..·L74. -"-~"nB~--~ -:':0;34' "'----... - 413. -0.36 1.000 220. 411. -0.36 -'----~-----=--'--~' ---- ~.------_--. __ ••• __ •• ___ • _____ • ____ .0-••• _ •• _ • ___ •• _ ••••••• ____ A. _. _______ A' _ •• _ •• __ ._. __ .;. ...... _ •• _. ______ ,. ______ , __ .. __ • __ -:.-_____ ---:-•• __ , 'i , ': .1 i----------.-.------_ .... _._--.-'----_._._----._-_ .. ------........ _.---.. _----'. , I C" , 'j ." , . ". ! ... -.. r-----. ----.-.-, I / . : ... __ ._--_._--------_._-( ---( -'----. ---.--~.~---:-.. -.----.-( .---.--.. -----.--.-. ..---.--_.--._--.. ·--·-f .---.. ---. . .~(iF '~I ... ' ........ -..':.' .>\·P.IPE 2 : 0.000 220. 4:fi. :-0.36 0.125 ,195. ' .. 408. -0.36 ... :; 0~250 ... :170. ·.: .. ~06. ,';-:0.36' 6 ... ", ,,'---- ;J'~" .... ,: ...... 0.375 145. 403. -0.36 0.500 119. 398. -0.32 '0.625 "94. 396~' ,·-0.32 ':. : -~-.iSO---''09';''-393".--:-0-;32--0.875 --.fS:-·39L .. -----0·;29'------1.00'0 20. .388. -0.28 : ~~ PIPE 3 0.000 20. 388. -0.28 0.333 13. 384. -0.28 0.667 7. 382. -0.30 !: --.-----------.-. -----"--1 ~'OOO --'-'--0;-' 378~----=0';30 -----.. ·r--------., ... -.... -.... -----.. ~---.-.---_. -----------:--.-. I ::.1-.--. ----.-.. ---:-!!'~ .~---. t~~~ --·-~~-.... -i~~:· ---~.:;~.--. _.~,.~~_3 __ ~.~. __ ~~8. _. ___ ~ .• _~_5 .. ____ .~-,6~!_. __ !_~_~~~_ ... _ .. !.25 ... ___ .. __ , ._ .. '; i I;! ,A: PIPE 2 0.000 219. 410. 0.57 0.125 193. 406. 0.53 0.250 169. 404. 0.51 , .. _.---.--.. ---.--.. ---------.. ---"-0.375" -· ... 144 .... -401-. -~.51 .--1).500" ·-·n9·. "---""399. --0.51 ---o;6iS'''':''-'''94.--:39O-t·---0-;51-' -... -... --.. -. _. 0.750 69. 393. 0.51 0.875 45. 391. 0.52 1.000 21. 389. 0.51 !~. a, ~ :! .:- .. -.---. PIPE 3 .. 0';000 1.000 . 21'. "--389. -.. --''0 ; 51 -0.333 O. 378. 0.51 "': .. --(-/;.~:>\,-.-... ----"PlPE-4 -"-"0.1)00 --0. "-'378. '''-9025' "''0.333 . -·0 ....... ""368; . -.... 1],25-.. --·-o;oo7" ... -1.-~9;-.. ~9t2r--· --..,--.. ,.. .. :~1 '\!;}:/) 1.000 1. 349. 9.25 .. -: ....... _ .. -......... --_·-_ .. PUI1P STATION-NUI1BER-l'Dischar£fe ~ -"0.0 £fp. each' ---'RPI1:' --'1'.0 . .t~ _. . • . , . SURGE TANK NUHBER 1 . ,,:---"--rtlW· oor"----(l',20 -ers -"~ATER tEiJEL -·:----4,'45 H. --"AIR VOLUt1E-: -"--" 33.83 eu. n".-- -----.. -.... ----X ..... 'tiEAll"'f'T--tt-1'T . -·V"'fPS..... ---..... X -"'1IEAD-fT ·1t~T '-"V-FPS . -"A·---'HEAll:.:fT-H~r----v:ff'S-""---""----.... TIHE = 34.394 SEC --------------------------------------------------------------------- "'~'I r-"-" ... : . I --~F~IPDt"El'" "'-0.000--"'301';-'-',1'1'4. ---1';12 "-"-0.200 . 284·."--41~' ""-1-014 --0.-400---267 ..... ·-'111 j----r-t1o~-' .-' ---'" ""j 0.600 249. 409. 1.19 0.800 231. 407. 1.20 1.000 214. 405. 1.n r" -----. --"--"-PIPE 2'" - . 0;000---"'214. -. 405. -..1(,: '1;22 . '0'.125 0.500 0.875 0.375 142. 400. 0.750 69. 393. 1.27 1.30 r--" .----••• ~-.• --~--.---. --.----.-----•.•• ----------_ .• _---- I PIPE 3 0.000 18. 386. 1.35 0.333 '''1 1.000 0. 378. 1.36 " l ~ ----.---~----.---... -. __ . ------_ ..... -.. _----... --_._ ... -.. " -... -.-. 189.' '402;- 118.397. 45. 390. 13. 385. 1.23 1.28 1.31 1.36 .. 0;250 0.625 1.000 165~' -"-401~ -"---r;13- 94. 395. '1.29 18. 386. 1. 35 0.667 7. 381. 1.37 '.~~-.--... -----.. ~ .. --.---.--... -.--.------_. __ . ----_ .. _ .. -........ _--_ ... _--_ .. ----_._ .. _------_ ...... _---- ·:-L~-'··~---.-------=F"N-O _ OF. _g_~ c ~G~~tON ~ .. _ .tI ! '''I ,. : c·; ......l.._ .. _____ . ___ ... ________ . __ .-.---.----- .. - Attachment No. 3 NBS/Lowry Structural Calculations for The Pump Room and Engine-G~rIerator Building CHARLES W. CHRISTENSEN & A$SOCIATES CIVIL ENGINEERS ':" " ... . ;', ~ -:'.' '::..... : 444 WEST C STREET SUITE 400 l- SAN DIEGO CALIFORNIA 92101 1619/232-7891 . July 10, 1986 Mr. Dale Gruel NBS/LOWRY & ASSOCIATES 10902 Via Frontera San Diego, California 92128 ,-: .. ~' : ~~" ' .. ',' .. ~ .. ' . ~', ... ,"' "', . ;-. r d" .• ~ i ~ ..;.. t r ~~J 0. Subject: Pump Station No.2, Calavera Hills Villages U, W, X, Y, T & R Dear Dale, Pursuant to our previous conversations Gonce'rning the design cri teria for Cal avera Hills Pump Station No.2, this letter will confirm that Charles W. Christensen & Associates has autJ;lorized NBS/LOWRY Or ASSOCIATES to de- sign the above re..ferenced pump station with the assump- tion that the existing water table lev~l in the vicini- ty of the pump sta t~on is below the foun'da tion of the sta tion because of the lack of time to ob·tain reports from the geotechnical consultant. Weare informed by the geotechnical consul tan t. that these tests sl).ould be performed during the winter months and we. cannot wai t for the results of the wate'r tests to design the pump station. We recognize that if the water table is later deter- mined to be different than that assumed, modifications to the plans and specifications may be required. If you have any questions or comments please do not hesitate to contact me. Very t~uly yours, I '. ') .... ~J.; .. --';~\<l./ /J' i. "'i~:)J ' " /" ,. './'.. ' -.: " Da~iel~A. Lee, P.E. for CHARLES W. CHRISTENSEN & ASSOCIATES DAL/jk cc: Charles B. Christensen Dan Steussy Dick Little A-7112S r --/N/l~..!j;j§f I j/ Q)1~!f7~£5J' (}E N GIN E E R S & P LAN N E R S Co' E86-0ll. 001 July 17, 1986 Mr. Dan Lee , Charles W. Christensen & Associates 444 West C Street San Diego, CA 92101 CALAVERA HILLS Sm-vAGE PUM;e" STA,TION NO.2: SERVING VILLAGES U, w, x.I Y, T & R This letter documents the geotechnical parameters that were used in our design for the subject project: o Soil bearing strength = 2,500 psf o Passive soil resistance = 450 psf per vertical foot of depth, to a maximum of 3,000 psf. o Coefficient of friction = 0.43 o Passive soil resistance is reduced. by one-third if combined with soil friction. o For unrestrained wall design, use 35 pcf. o For restrained wall design, use 45 pcf. These parameters were verbally given to NBS/Lowry by Tara Sikh of Owen Geotechnical on July 7, ·1986. 'It is our understanding that Owen Geotechnical has not done any geotechnical exploration at this pump station site, and that these design soil parameters are based on typical values that could be expected for the soil type known.t.o be in this area. Per Christensen & Associates I letter dated July 10, i98'6, we have assumed that ground water will not rise above the foundation of the below-grade concrete structures. As you are aware, this assumption is not based on geotechnical' exploration or other type of research. Instead, thi$ 10920 Via Frontera • P.O. Box 28100 • San Diego, CA 92128-0100 • (619) 485.1500 • (619) 578-714:0 .' (:'~ '/.' '., E86-011. 001 Mr. Dan Lee July 17, 1986 Page Two assumption was made by Christensen & Associates to expedite our ongoing design. It is NBS/Lmvry' s understanding that ground water conditions will be investigated at a later date by Christensen & Associates and design revision made to the below-grade concrete structures as necessary. . I have previously mentioned to you that the City of Garlsbad requires a soils report (based on at least one boring) that _- is specific to the pump station site. NBS/Lowry understands that Christensen & Associates will be responsible for satisfying this requirement. Odz-c~ DALE E. GRUEL, RCE Project Manager cw cc: Tara Sikh, Owen Geotechnical Lon Tsai, NBS/Lowry .... i ,..' C.''· le=1 NESTE, BRUDIN & STONE INCORPORATED ENGINEERS· PLANNERS ~ ~ ('<.J.I t.-'~ J)L Sa II-1Se:. r! ''-''j -f6v N ~f","I'e-t-~ S+t2.~T(.{. v~ C-: IS=I NESTE, BRUDIN & STONE INCORPORATED ENGINEERS -PLANNERS -(004- , (-':1,1'" R.C.E. l)e$Ij-,-, 120<>( .JtAn AS 11t·51,,,,,..,, h,,'c;/?l. d~&h 'S tAr; SI/ .. 'J'\·hV;;'~ f ; ,,/,p~y ie.r.I ()N >'4. AI' rf( r:;1 flii,. w~ 1 ;::t.4 fAN, J t r ~ y;;'-e--d ~ -fIZ-U en. r -<.... ,. 5f14. :: I~, Q ~ Q.-, ~~~,,);'ht.O f/...-( f?"JU{,--6>y C,'iNI.. r;..,.. J ,';-It.'V . pay., 17-'t ~ -;h e t/I/(. -L oAO ~"":-t.(..,:1 ~y 1~7.--0 ~/N~~· n., !", '-.. c? 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(Q)1~0~~ ~ = ,;' ENGINEERS & PLANNERS '-., -" .. , ',: -,: ;" .. ~ ;. .: CALAVERA HILLS SEWAGE . ' " ,',: . . ,:' .. 'l ','" .. ..... PUMP STATION # 2 t SERVING r:i;'(.':l;ft:[~;;.;': VILLAGES U, W, X, Y, T & R .. , " " ,; ";:"i!; This letter addresses certain review comments offered by the ::\.,. City of Carlsbad regarding the firs.t check set for the subject project. .. ", Sheet 28 ~ h'!.:~~~'l''jy.~},~~:i'''<~'''''·'''''''·:·'··· Paragraph 11-06.090 of the City of Carlsbad's excavaticim aI;ld • ; .~-!ti!:!",,~l.1~:J;'f:,"r .. """ grading ordinance states that cut slopes greater than 4.0 feet in height shall have drainage terraces. On September 1; . 1986, Dan Clark (in the City's engineering department) . ~ . verified to me that this requirement did not apply to this project since the cut slope did not exceed 40 feet in height. A brow ditch has been added to control erosion of this slope. Sheet 38-41 On October 1, 1986, both Dan Clark and Libby Tortorici (engineer with John S. Murk Engineers; the City's enginee~ing consultant for review of this pump station) indi,cated to me that it would be acceptable to remove thE; specifications from the drawings and to separately submit them ina specification book (consisting of bound 8-1/2"Xll" typed sheets). This would eliminate the problem with the small print as included on the first check set, and eliminate the need to.: have 7 or 8 drawings devoted to specifications if the print si~e is increased to the City's miniIllum. The second check set incorporates this change, i.e. sheets 38 tJ::l,rough 41 h~ve been, replaced with a separately bound set of specifications. ' .. 10920 Via Frontera • P.O. Box 28100 • San Diego, CA 92128-0100 • (619) 485~1500 • (61:9) 578-7140 :, . .' ,', .• :,1 ',.' ;, ... J .1 " ., . :.:~.: : ' 1986 .f ".:; ,,; . , ;. ~ Other Comments ·: .. , i -I: ". -j , 't . ~ 1 .~~ •• . :.' " ':,\ ,:' Two sketches are attached showing additions to the q,rawings 1 <:." :.( .. :~:i'!!··, that could not be added to the check set due to the lack of ,.':.'.' ~: ::·~wr,:;;:··;m:;"!~'<'· '."" time. Sketch #1 shows the 3/4" hose bibb detail for' the wash " .. , .... ~ ·,,'~:ih;~~~,j/!it::;~t;·\i'\:\~'),i.down service water line. Sketch #2 shows th~ by-pass flanged .... ' .. i ... ; ... ;,:.f,i.;.",:.·.;:~,~i,~,[,',l:",I,':,::~I~ .. :\?,·j .. ~:V<·;~~';l::tlif.i;'\1t.;/;·\;, connection on the force main. Both details will be added to _ } l:~ ~ ·::;r.':';'¥.':!~:;,!';~~':~~r;~:,>':t;,' the drawings for the next submittal. ,-;,. . "!I: .. ;,:,;:,:,:"{l,..;:.:;·.::\:~i'·~·:'!:'~:~i;:;~m~", jf)~c~ DALE E. GRUEL, RCE . • .1 .~'.: , " . " dIm . ' ~ '1." • .' . '. '~: ~. , ;!. ~ : < ,: I ' , ~ .. , J , " ..... ; , .. ~. ,. '" , I' . ., . ~ 'JI"",J·;~,t~#SJ!.jo.1.~1"r}'4'/.!~t,(,J·~,.; i ""'j':" :,d,i ,' .• ' , j '·.:~·~.:.,~ .. ii ;('~'l;')"\>; ::; "., .. j." - j; .' I !; /', ',,!; :.: o .- POOR QUALITY ORIGINAL S .. ' . ;~;-.~:.'!:. .. :~:,.-' : .. - . ....... , ,. . , ..... " " ,l . ",:, ; ... ', ~ ". ", _ '~ , .. . -:,., . . . ~ : ... " '''.;', l; 'P . .' ~ ... ~ ..... 'i ~ .. <r~'~"'~'~" ~( -" .~,:~~i.~~\'!;~,..~f .... \'.~ .. "-... . ' 3/4" BRoNzE HasE. GATE. W!C.AP <I CHAIN " \ ..-~ ... 3/4,ISCH. 5-rL-/~L-el6E " ;J'" N/PPL.e ANCHOR 70 POSt .:. "-,' . '.~' '.' 3/4" HOSE BIB N.-r.s. #/ . • ::! .... :-:..., ' .. BRONze S<:\,. IIt::=Ao . ;'\\ . C-U/<f3 .~r:; /~~~:~~~~";~:;::.j: ,---t--H~---r""'----r------r-..... ' • I· • • :,i~}~: • , ?,-:,:;. • .. :, ••• :;-• .1.'.' t'· .• · - ~ '~:.,: ..... .. .~: .... CONe,) Z4"SQ ':. ' " I - \ . ' , " " ,. , , 3G'x24PPReCAS/~ONCReIE " VAUL-T f 801.-, DOWN GALV. 'SrL. ~OVER} ALL OES/bNE.D FOR H-2 I3R DbE LOADINb 0 I 8 0 1.-775 1 NUTS SHALL BE. 6,S. 6" ~ I. 8LIND FLb. \ . • i . :: W ~! . ',-~, ~ , ~~~ '\ ' ' .: .. ,; . ~~~: .." . , •• 490 ... C{~ ,. , ;1. ',' , :"}:~:Y':::"': ~:.v I j-••• o •• ~ 0·· • ••• . ... '. ~.. . ,., \' . . . --. '01 _ ••••• : •• ~"~ .... ,. "-. " " •• , , :" C7"¢ 0.1. PL-.. ~ 1 ' \g Ul 1 .s. (0 > . I ' . . . , v' • . -Z''' ',4 • .' 4 I ~" 0 A • ,':", " pI • .. 1 . ,4, \) " i~ W L " I , :'·~·f.t:~ . .,.. '''-::~''-: .: ..... .:c .. :':.\ • .. ~ . ".: .. ' 0.1. 90° Be, ---\) ./ / PA65 'L ,1/ q " , . 0 xrox~ 0.1. FLbD. TeE. 5e6T/ON . .' . . ...' . ~~fii:t;~'!~~:> -~-+---1~=~_=~ __ =~~~-_:'-I'-I-'_ ~:':-~_-:~.;J-I~~~~{ ~<I--_--U ~'J . . . -, .. ... . 12.' . . 18" 18" PLAN c~:;-: Skef~/' #:L; ~" 0./. RISeR <t VAUL T N.T-S. .;';,: ~ .. ' , ~ .. .,. , . '-...... ..... ,. ,:m, '~ ';.J.5~/&~IIB .• /111111 N. IIllIrlc • • • • ellgilleer~", lIlt}. John S. Murk J' ': .• ~! .~ .• .. ~,}.'--i:, .. ~, -; , . :'<~~,~:. ~ '; . .' /:;~':~":-;:', .};t~r;j July 3, 1986 W.O. No. 86-6-02 Mr. Ron Watson Willdan Associates 3633 Camino Del Rio South San Diego, California 92108 ... ;-.-y/ f' J NtS~, BRUD:1N ~ sr.,ONE :1~1fCl1{;o.,1;ED :510. PreSident Daniel E. Schulenburg Vice President, , Liberato D, Tortorici Vice PresldE'"t RE: Design Memorandum by Lowry and Associates, for the Ci.ty of Carlsbad's Calavera Hills Sewage Pump Station No.2 ~ Dear Mr. Watson: :~~1f.'~··~~'-· .~: ,'1:~< I, "".~~' ~ .-:'-J-;./.:;!,.I:' • ~! -.... ~. t • This Lowry design No.2. letter is to provide comment on the design memo from Dale Gruel of and Associates, dated June 27, 1986, regardi'ng the preliminary criteria for the City of Carlsbad's Cal avera Hills Pumping Station 1. Section II, Part B, paragraph' 3 of Lowry's memorandum brfefly describes a blower system. It is unclear whether this system is as required by the City of Carlsbad (Section 5, Part 0, Item 3)~ 2. Section III '. Part C, of Lowry's memorandum describes the required' on-site emergency generator. This states that the generator "will be capable of operating (but not starting) both pumps simultaneously". 3. It will be necessary for the generator to be' capable of starting either of the two pumps separately from each other. Section 5, Part F, Item 4 of the City of Carlsbad's design requirements states that electrical appurtenances below gr'ade shall be explosion-proof. It is my understanding that explos'ion-proof e 1 ectri ca 1 appurtenances are not standard in the Smith and. Love less package systems which Lowry's memo describes (Section II, Part A; paragraph 4). • 4. In the cover letter for the design memo, mention is made of "verbal approval II being given for a variation from the City·s standards (in this case, the downgrade of emergency detention capacity from 2 hours storage to 20 minutes storage). We recommend that written consent from the City be obtained for any deviation from the City·s design standards. If you should have any questions or comments, please do noth~sitate to call me. Very truly yours, JOHN S. MURK ENGINEERS ~,~,'~ Ray F. Rials RFR:jr:7-1rfr i/~' ,/-1' ., cc: Dale Gruel (Lowry and Associates) File .J! Ii. 0 n 1986 ji::'i.~~\ ;j ,J. t~~)r_ ToTAL ----. --_.--' .. -. -_. ---' _.-.,--.. --~-"-----'-,-'-:$---. .-------- ____ . _ -_._. __ . ___ " .... _ ,-_ .. _ .... _ .... 703 ,L&. -. ,-.. . .. ~~. . .... "-'--."'" .-.-. __ . ----_.... . ... __ .. .-.... ~.-.. --... -.---:---_.-..... _-.-... --~.-~-.... . --.'~-----..... -. :~ STANDARDS PUBLICATION/NO,_ MG 'to-19S3 NATIONAL ELECTRICAL MANUFACTURERS ASSOCIATION • 2101 L STREET, N.W., WASI1INGTON, D.C .. 20037 . f ~'~ , :~;~7ij . " J I ( I I .\ i i I 1, I . . , , E~f? -... ~. _ ........ _- e 1111 t:-.. t~ A. "Wle.AJ I:-Nf).1 e :LIz. PUb. No. MG.10 Page 11 Table 2-2 Allowable Number of Starts and Minimum Time' Between Starts For Design A and Design B Motors 2 Pole ( \ :. to "6 r e 'f" 1 HP A B C A 1 15 1.2 75 30 1.5 12.9 1.8 76 25.7 2 . 11.5 2.4 77 23 3 9.9 3.5 80 19.8 5 8.1 5.7 83 16.3 7.5 7.0 8.3 88 13.9 .10 6.2 II 92 12.5 15 5.4 16 100 10.7 20 4.8 21 110 9.6 25 4.4 26 1I5 8.8 30 4.1 31 120 8.2 40 3.7 40 130 7.4 50 3.4 49 145 6.8 60 3.2 58 170 6.3 75 2.9 71 180 5.8 100 2.6 92 220 ~. 5.2 125 2.4 113 275 4.8 150 2.2 133 320 4.5 200 2.0 172 600 4.0 250 1.8 210 1000 3.7 A = Maximum number of starts per hour B = Maximum product of starts per hour times load Wk2 C = Minimum rest or off time in seconds Allowable starts per hour is the lesser of (l)A or (2)B divided by the load Wk2 i.e. B Starts per .hour .,;:; A.,;:; Load Wk2 Note: Table is based on following conditions: 1. Applied voltage and frequency in accordance with MGl-12.43. 2 .. During the accelerating period, the connected load torque is equal to or less than a torque which varies as the square of the speed and is equal to 100 percent of rated torque at rated speed. 3. External load Wk2 equal to or less than the values listed in MGI-12.50. Fot other conditions. the manufacturer should be con- sulted . , 4 Pole (/800 .... /J.,.,2 6 Pole l/..2.00 r12.--) c r B • B A C 5.8 38 34 15 33 . 8.6 38 29.i 23' 34 II 39 26.1 30 3$ 17 40 22.4 44 36 27 r 42 18.4 71 37 39 44 15.8 104 39 51 46 14.2 137 41 75 50 12.1 200 44 99 55 10.9 262 48 122 58 10.0 324 51 144 60 9.3 384 53 189 65 8.4 503 57 232 72 7.7 620 64 275 85 7.2 735 75 338 90 6.6 904 ·79 441 1.1.0 5.9 1I81 . 97 542 1.40 5.4 1452 ;: 1~0 640 160 5·.1 1719 'l40 831 300 4.5 2238 265 1017 500 4.2 .2744 440 2.8.2 Applications Involving Extend~d Periods of Light Load Operation . . A number of methods have been proposed to reduce' the voltage applied to the motor in response to the ap-. plied load, the purpose of this being to reduce the tnagne-. tizing losses during periods when the full torqueca- pability of the motor is not req·uired. TypicaJ of these devices is the power factor controller. The power factor controller is a device that adjusts the voltage applied to the motor to approximate a preset power factor. These power factor controllers may, for ex~mplc .. be beneficial for use with small motors operating for ex- tended periods of light loads where the magnetization losses are a relatively high percentage of the iotal !oss. Care must be exercised in the application of these con- trollers. Savings are achieved only when the controlled motor is operated for extended periods at no load· or light load. -' Particular care must be taken whenconsideririg their , -.-.'. '" ... _"- . J CHARLES W. CHRISTENSEN & ASSOCIATES CIVIL ENGINEERS . t:· " .. :. 444 WEST C STREET SUITE 400 SAN DIEGO CALIFORNIA 92101 '6191232-7891 • fJif~~h ~t2-/Ji-~O _ 2. '. July 10, '1986 Mr. Dale Gruel NBS/LOWRY & ASSOCIATES 10902 Via Frontera San Diego, California 92128 Subj ect: Pump Station No.2, Calavera Hills Villages U, W, X, Y, T & R Dear Dale, Pursuant to our' previous conversations concerning the design criteria for Calavera Hills Pump Station No. 2, this letter will confirm that Charles W. Christ;:~nsen & Associates has authorized NBS/LOWRY & ASSOCIATES to de- sign the above referenced pump station with the assUmp- tion that the existing water table leV$1 in the vicihi- ty of the pump station is below t-he fOllnda tion of the station because of the lack of time to obtain reports from the geotechnical consul taut. We are informed by the geotechnical consultant that these tests should be performed during the winter months and w~ c-ahnot wait for the results of the water tests to design the pump station. We recognize that if the water table is later deter- mined to be different than that assumed, modifications to the plans and specifications may be required. If you have any' questions or comments please do not hesitate to contact.me. Very truly yours, " ___ '. i /" :) [ "'Jl .. ~~<~ r/ )Ji. -J\'~:;i2 ~ , VI •. Mv\. ' -- .' :' ", f DaniellA. Lee, P.E. for CHARLES W. CHRISTENSEN & ASSOCIATES DAL/jk cc: Charles B. Christensen Dan Steussy Dick Little A-7l12S C'",; . , '_, I " . ' ....... . .... : .. 10Do I), 00 lo,oo _·_.1_'_. I , .. ---l---- i .----- . , , t::,··",: --," ........ ~ .-, . t • . .-.-.---.--.-~~--.. --........ -------,-~.-._-~.-------. -.-.-.. -----.,,-.~--------.. {--:-----"------;--.:--_._._, I • : ! . : 1 f t j t I 1 ; : , 4 • i! ;! i ' 1 : ; ........ ~~ .~."""'''''''''''''''''''_'._'-'' _...___ ........... -.'''-Z" ~.~ .. _.H .... ..., ........... _ ........ ~ ......... _-..-.,.,~. _ .................. +_ ........ __ .... _ ........ "". ,. ... .,...,.. ... ____ ... ~ ~ _ _.;- __ ... _ . 7A.t!!.. c..#~c..he.C'/ .. Fcy~<f;.,././.hr~llt.:·'f. '/(~$+e((e _~,~ ._ .. '_ ...... S'1 >I-e YrL .. c....Vv'l (/ e. ... SV<-.OtCV1.(~ .oos-e..d. ~ _.p 1,;A~_t!:...lA/l £(E?$: __ ' . (lJ I / .. .. I ! Tor. S' '?-YU 7h --:-LCJt/eLe.,~, NOe:!/~L. ~:DS-;OV<7;7': {br '-~+---f .. '. V M../ I"'-.J 5 V\ c:. h 0 N h ec.....c:/.. C-C/Ylc!t ry t> N$' r _ ._...1 ___ : ___ .: -_~-L . .J.,....l.- , i 1 ~ ~ -.. ~ __ h_"_ . __ .... _------;'---"'--_.;--.... ----:---~-.-. -!'--i - ---' -.. -:.-.,----'-'-- .... ~ ~~ 1 f - ~t .... ri o CD If) II o co If) INdH 09LL 9017 paads JueJsu0:J allJn:J a:lUeWJ0J.lad dwnd I o N If) p o If) o CD N . . o co N o • N 0' 0 N Q N N .L33:1 NI OV3H 1V.LO.L o CD o co o ~ ,0 N o o CD ... 8 tD - o o ~ '" o 't-o!:) NZ ,---:I 0:: 0", OD. o -en Z o .... oJ O<c '0 C!) CD o 0' eD o o ~ o o N' o o o 0' :;;: c· c' ~ ::I (J .. u C cu"O E .. .. .. .g c% :: .... Q. Q.; ex: ~~lIlm ::100" Q.Ooq-.- --==:I 0"" _N ~ ':11) C 'iii~ _ I FIJ) r=-;-:J ~~ ~11l11l r:::::l ~~ L:::::J ;:~ 0(1) 8§f ~-::=-. __ II ~' ',r-n-=J r;--n--n d ~c ~@~ ~IJ) .s:::~, .. t: (1), I---=·-~··,--l Jj§ @85 .. Sa r-n-=J , , \.J 380 '360 340 320 300 ... ~ 280 "- z 260 o ~ 240 :t: ~ 220 ... o ... 20 180 ·160 14 12 .,. .:," ... -..... / NON-C~g~ PUMP lis: ~ $' ~ - / r ~ CONSTANT SPEED PUMP PERFORMANCE ~ j)¥-~s 1760 R. P. M. ---p ,f ~41}51 IMPELLER ___ . __ . t 'It t L[ 1 J' . t ~ lli I, .. ".' ':J l.' ., O. '1: t. t •• tll ' , t it j r Ii rill.. I I . II' n ' II tl! I .!t! 'j t· I It 1 I II " t- t • j i . I " ~l ' It . I I 1 . 1 I I I , : ,'. I , I:' t' I tH I.I!.. • ' 11 i . t 1. I " ' ttl. "t I I , ~lt I' I r rr ~ ! , , I t11. 'I .. t \ I~Hfl I • ~ I , 1 ! i , I 'j ~ • I I I t' . . • I I I I I. , I t-f"~ I . j d: ... .." ., . 'Ii'" l! , I: JI: :. •• 1.0. l' 'H I I. AI 1HN..· H. ,. L 1 'I ~ . . H '~! \. U i H L t, It." r i . ~H • ; 11 . 1 t ~'t· t 1" I".. 'N,! . 11 i' ~ Ii~ , , . 'I , . i tif, ' i I rt \ , I, I I 1 I , ' . ' It II j. t ,1-• t I. Hl' t I ' 1 !! . 1 1 : • • tl.. . t " t' II ' , " I' II t I , ,I 1 I ' ' l I 1 i'i;:1 ,. ttl " I I f 1 .I. I' \ \I! r J 'I " • i " ' 'If i. ' 'I ' , !l " It ~ 1 I 'I I I 1 I Ii \: .[! I 'd tI i. ' , Ii ril' \!., .I !"'~ , "': 1 , , t •. \ I' ,un !I~ I lUI. I I !" 1 :. ,*1' ,~~ I I I Ii "1 " ' ~' : U I' 1 l d 'f: .; • j Ii , . I j I !; I 'r, I,I 'lid! II II 'I ". ,.. I ", \ 100 o ' I Ii I '"I lilt' l' It I . . ,II! !l11I!! l!ii' i: . ,11 III II ' 200 400 600·' 800 1000· 1200 1400 1600 1800 U\ r ~ u.s. GALLONS PER . MINUTE , .j ~ -..-' " ~ \....;.J e '+ t.... ~ <--~ ~ h , t ,,- G ~ N " ~ \I ~ U) 'h . .f!- ~ :::l (J CD U C "''C E CD r', ... CD .g c% ::E CD" 0. 0. 1; a: ~~L!)g :::l00" 0.(.)'<1' .... . rw:--rJ g ~.;j. ~~Q). b-d'~G· r-:n--1 r' 380 360 340 320 300 I- ~ 280 I&. z 260 o ~ 240 ::z:: .J ct I-o I- 220 200 180 160 1'40 12 100 ~k. .~,. (.'0 ... :,-. ~' '4D!:r 8 .. 0 ft NON-CLOG PUMP -f (Je-<-y CONSTANT SPEED PUMP PERFORMANCE H,s~ •• '~ h_ ;;L fvvrr'5 It I . I If I . till! 1+ 1mH , , :1 I.' I.... , ., ···f· . J I '11 I . I! ' i I . II t , 111 . I , , 'J i I I Hi ~ t .. tt· , . . III tl t ri.! . tIt. '1.1 1 .. t . , , . r , I~ . • r I t " . I H ' , , I • ilil{: .: iH ' , , . . 'i:-J.[i' -,I' • It! l lil t ~. ~ , . ~;I i~ 1. . t , ol ~. of 1" .... . , t I' . t I 1 . ' . i ' I. If I 1 ' ' I .1 I 1. , , , I III t J 'lU It' I'. ' .' , 1 li . I j r , 1 'i tt.t 1 1 . , J 11 I , I, ' " , I " I iii I I IIIi III :1 ,0 200 ,400 6~0. 1760 R. P. M. S4H51 IMPELLER _ .. ---. -. . I , \ I tIL . ,I I i , . , f11 . i1 . , .. . ,. " ,It' • "': : I ' I I: . .~ . \' I ,. , I'I~ . 11 ; , Il~ r a' I " , .. 0'1 I 1 t 1 . , I i J 'tl !. . , ll: , J. I I 1 I ~ '1 I II. I ·tl : I t1 II , I I I II 800, 1000· 1200 U.S. QAL'LONS Pt::R·UINUTE ("""'\ It , . , •• .. ' t. . . , . , I.",~ 1 'i.1 '. ' .. Lt .1400 -----. , n 1 .It LV' I .• n ! ttt1:l:I , i , 1 " ! . , 1 Itum . , , .... t . . , ., . I,., 'lli ( I I , I W i , . I'j ~I I I IJl ·1 . , , 't.'. t# .j I ~. I f :t: I r. . '. li I' t, t, J 1'1' I' . , i i .. , : !" 't . t 1600 n lIit lilii I, • tilth! 1800 V\ . ,.l- ~ ~ ~. i , . , r-.... ~ ,~ P' '~, ,,' :' .. ~ ::I U .. u C CO'C E .. .. .. oc% :E t .. 0.. 0..:; a: ~~lt)g ::100" o..Uo;r .... ~Ci~ -=:I ~~ r. F (/) I Q) m -r----..., LL C «1«1 -::.::: c ~ ~~~ L::::::J oj ~ , pg~ ~ I I E5 'r-n-l . r-rwJ@~ ~'ij rg~ VJI I =:=1, , r-n::rJ r' I I- iii iii La. z 0 c iii :t: .J c I-0 I- ~, liDS- / ~u7 NON-CLOG PUMP --CONSTANT SPEED PUMP PERFORMANCE .,~,...,. ... :L fVc-Y<~$ 1760 R. P. M. S4HS1 IMPELLER _. ---- 380 [ ll1J:j , .' In ~t·nl I .. t It I. ' ' ;J t·~ ~ I ';'i ' .. , t' , • 360 . I li' I ~ ; I . . It . ' !{ ill : i- 340 ., il I " , i i ! 320 I I .~ 11 I l 300 ~ ',; . , . •• I. l. l' rll , 1 • ,I ·1.j :t .. , . ., .r l[ ~ 280 . . " I , . "j t 260 240 , 220 ' , I" ··t', •• ',t!"-'-I-~ ; "li. : " l 1 t ~ . tl , 200 t; t !, • t ,. i t ' ., t ,I , ' t I 18,0 I . I' t I , I. .,,- I .l 160 I, t 1 '; P' i ' 'I' • f ' . i ,t· I 140 . , 1 I ,! j ~. , " 120 : I • " ,i I 100 o illl 11 ' 'i II ttli 200 ' 400 H ! + I' f 'P."".'1 , .. , I. I . 'I 600 , ::tt .I.,~. if . ~ '. : I . , , . , , . , . ~ , It U " . . If.' I :+ , ; I q~ I 1 , .. I I ,1 I , , 't ' , , l j 'It I ,. t , I:, 1-t 1'1 t.~ Hl tl , , ·.H IL' , I • II i t I J , . , 'I,' , 800 1000 ' I~OO 1400 u.s. ~~"'LONS PER MI"'UTE f'. 9' " '-.. ~ . '.-~ i. '--~(I ~ .. #-$ ~/7.o R - ------- , ~ 1 . 1 t. 1', '1 , , I .. : . • ! I 1 , , .. . , t . " , . :' .' II:~ , 1 \ j : 'I 1 ' . , . ' . , I I j , I : 1.1\ I " " r ~ ,1.' t , , , 'n , ' , r t t t . I I 'II I 1 I; I 'Ii ~ t, 'It.,' 'II'! ! . '11 l.l I '", .., , , u1!tt11, lldiii 1m ,i~ ltill .' 1600 1800 V\ ~ ~ ~ 1- ~ ~ , , .... '., .' .. ' ,,"~ ".' " ~ , . .. . . :'~rr~1;~" , ::.~,::;,:.,: :~.~: ~'~"~"~ ';':0'Et~, , ,'J' ~. \,' ',,', ':.: .:. ' .'1' ,-" . -", ':':' .-,,:' '. . .. ' . :-... ,,:.. .. . . . ". : " . ::'f~':~': ;:'. ~~:;!.~:~,~ ~:~::~:' : .. , ..... :~.:.>:.,,:;.:::. : .... "'''r' :.... , " :ii~j~f~-~~:~~.{j.~·t(~, . . . ,.' . ", . ',::-"'I.._~''',:', :.':~1.: ~' .. : ~: " '. '.::-'.:" :~-.:> <:. -': '::-: '. '. '-. . . . ... . ( ' .. : ... -\. ',' . 0/A, '24+10 251-60 2(:;;~35 -2.1+10 ,; I' 'L !.Q ........ r ~ ::- :z "-'3. 7 ' D «:L"" • ./ ::: , .---~.-- ----. -~~ . -'-.... '. --_ .. --; ---> ··'--i-~~-'--·:~- I - I .-. ------.--. -.... -~-~ ----~ , ---, ------~r ~ C·",·i , . .' ,.:~ ! ~ .. :--., ;---. I' l . i " " l . ~ ... -~ ..... ,,,,.-.~ .. ,.. ......... , .-.......... ~ ..................... :,.........--~~ ..... '---.... ; .. ----; .... ~---. -:----;-~.:,-r-- i i .~-'~----------------'.---~---:---".... ;-----_..:_-;--'_ .... ----;_.r--i--: : .. 1 '---. -. -.-.-'--',-----.-~.-. _., ---~,~-...... '--.-;--. .. ,. ........... ,:... .. ~-.. -~ ... ~ ..... ,~~. . " ! \ ~. __ i~IIll\'"t ... ~¥-.:.. ... I '-r--'-- I ! I : r::·L .;~~- I t i , I I · I ' .i~;'· .... ~ I ; i ! l I ~ ~ ::-r----l' , . .~-tI , ___ ~ I . ; 1 !-\-~:--- · , I I ' . -----,--, . · (. .... :. ~ , -~.,-" ~~--.... "--_.-._. ---, ~--.'--.-'-'. -.-:-. -----. --'._--, , " -----~---.. _-- ! .--..... -.~---.---_. J --:-·-1----:-· . -. --.-----.. - -.... ---- i .2 /10 7cJo-7"7D I' . 7/5 ; 2p t.;;o ~ Ip ------_. ---".------...... -.-:---.,.... ...... ...,....---~ --i--~ - '"_~''' ,'" _ ........ ~~-._., ........... *" .... <>:>.~ ..... _ ... "'i:¥, ... ~ ~_ ... ~ ·~_.,-__ ........ • ..... _I ... __ "''' ___ ~ _"'-"_""-'-~_~. . " ._.J< 86 _ .... '._-----.-. , 2 IS-o __ . _____ . __ ,_.!.. __ -:_"_. ___ .. J __ _ ~-.------~--~-'-.--.'-... --_.---------------------_. ~--, .. ---... -. ---t : -I BlD _,.~. //5, ."' , '._,~;J.~/ B (.~) --, ,'---------, ----_ .. -'~'--. . . "~ _ . ....--.. _ .. --"-'-""'--. ,.-.. -~ .... ----.. __ ... . -----.. -------------'-"--.--------.... --. , 1 cr <6'3 a ff ", 1 VILLAGE "T" NORTH 1 ~ D.U. PK. Q DEPTH VELOCITY 0 REACH SLOPE FACTOR CFS (FT) (FPS) --------------------------------------------------------------~----------------------------------------------------------------~------ I 55-54 1.25 16 4.0 0.03 0.07 1.67 I 54-53 0.4 22 ' 4~ 0 0.04 0.10 1.22 51-52 1.39 30 4.0 0.05 0.08 2.02 ,. I 52-53 4.29 36 4.0 0.06 0.07 3.17 " j 53-40 0.51 45 4.0 0.07 0.12 1. 57 1 ' I 40-41 0.41 45 4.0 0.07 0.13 ·1.46 41-61 0.91 47 4.0 0.08 0.11 2.01 I 61-63 3.74 54 4.0 0.09 0.09 3.41 62-63 2.39 63 4.0 0.100 0.10 3.01 I 63-64 2.73 73 4.0 0.1 0.10 3.16 64-65 0.7 73 4.0 O.l. 0.14 1.95 I 65-66 4.04 73 4.0 0.1 0.09 3.62 I 38-37 2.75 73 4.0 0.1 0.10 3.16 50-49 8.99 78 4.0 0.1 0.07 4.79 I 49-57 5.14 82 4.0 0.1 0.08 3.94 56-57 2.92 85 4.0 0.1 0.1.0 3.23 I 57-58 3.84 94 4.0 0.2 0.13 4.37 58-59 2.04 105 4.0 0.2 0.15 3.49 I 60-59 1.58 115 4.0 0.2 0.16 3.19 59-46 0.5 119 4.0 0.2 0.21 2.12 I 48-47 1. 83 127 4.0 0.20 0.15 3.36 47-46 2.82 139 4.0 0.2 0.14 3.92 I' 46-45 0.5 148 4.0 0.2 0.21 2.12 45-44 0.4 155 4.0 0.2 'I 42-43 0.6 162 4.0 0.3 0.25 2.53 44-43 0.4 166 4.0 0.3 0.28 2.18 I ' 67-68 2.28 180 4.0 0.3 0.20 4.09 I ,I 'I I' I I I I I I I I I I I I I I' I I VILLAGE "T" NORTH Page Two REACH % SLOPE D.U. PK. FACTOR Q CFS DEPTH (FT) VELOCITY (FPS) -------------------------------------------------------------------------------------------------------------------------------------- 68-69 1.45 180 4.0 0.3 0.20 3.48 69-39 27.58 180 4.0 0.3 0.09 9.86 39-43 8.14 181 4.0 0.3 0.13 6.42 42-37 0.6 181 4.0 0.3 0.25 2.53 37-36 1.0 181 4.0 0.3 0.22 3.04 36-35 1.0 181 4.0 0.3 t , f I , f .. " I I I I I I I I I I I I I I I I I I I j', MANNING'S EQUATION . '/).11.:# 4Z--1-0 A. tit! ?,?7 "Ulfits (O=ft, l=m)= < 0 > Depth '(ft) = <.25> <--- D;ischarge (cfs) = <.3> Manning , '" n = < .012 > .oJ Slope (decimal) = <.006> Diameter (in) = <8> Circ Ree/Trap/Tria 1 2 MAN> 1 Area (sq ft) '- Velocity (ft/s) = Froude Number = Critical Depth (ft) = Normal Depth (ft) = Hydraulic Radius (ft)= Depth to Centroid(ft)= 0.12 2.53 1. 04 0.25 0.25 1 to send to LP <CR> to continue.? Top Width (ft) = 0.14 0.10 0.64, 0.04 1 Setup 2 Exit 3 C Print MANNING'S EQUATION 4. /-I. -::IF ? 7 ...,-0 A. I/. # ~(p Units (O=ft, l=m)= <0> Depth (ft) = <.22> (--- Discharge (cfs) = <.3> Manning's n = < .012 > Slope (decimal) = <.01> Diameter (in) = < 8 > Specific Force = 4 P Print 5 Log . 6 Transmit 7 Receive Cire Ree/Trap/Tria 1 2 MAN> 1 Area (sq ft) Velocity (ft/s) = o. 10 = Froude Number = Critical Depth (ft) = Normal Depth (ft) = Hydraulic Radius (ft)= Depth to Centroid(ft)= 3.04 1. 35 0.25 0.22 1 to send to LP <CR> to continue? Top Width (ft) = 0.12 0.09 0.62 0.04 Specific Force 1 Setup 2 Exit 3 C Print 4 P Print 5 Log 6 Transmit 7 Receive I I I I I I I I I I I I I 'I 'I I I I I MANNING'S EQUATION A-IIIt?~ To AI-(, # ~'7 Units (O=ft, l=m)= <0> Depth (ft) = <.1> <--- Discharge (cfs) -<. 1> Manning's n < . 012 > Slope (decimal) = <.0275> Diameter (in) = <8> Circ Rec/Trap/Tria 1 2 MAN> 1 Area (sq ft) = Velocity (ft/s) = Froude Number = Critical Depth (ft) = Normal Depth (ft) = Hydraulic Radius (ft)= Depth to Centroid(ft)= 1 to send to LP <CR> to continue? Top Width (ft) = Specific Force = 0.03 3.16 2.15 0.14 O. 10 0.06 0.04 0.47 0.01 i Setup 2 Exit 3 C Print 4 P Print 5 Log 6 Transmit 7 Receive MANNING'S EQUATION Circ Rec/Trap/Tria A.II -# GO '17.:/ A./t# 4t) 1 2 MAN> 1 Units (O=ft, l=m)= < 0 > Area (sq ft.) = 0.02 pepth (ft) = <.07> <---Velocity (ft/s) = 4.79 Discharge (cfs) -< . 1 > Froude Number = 3.77 - , Manning's n -< . 012 > Critical Dep,th (ft) = 0.14 - Slope (decimal) = <.0899> Normal Depth (ft.) = 0.07 Diameter (in) -<8> Hydraulic Radius (ft) = 0.05 - Depth to Centroid(ft)= 0.03 1 to send to LP <CR> t.o continue ? Top Width (ft) = 0.42 Specific Force = 0.02 1 Setup 2 Exit 3 C Print 4 P Print 5 Log 6 Transmit 7 Receive I I I I I I I I I I I I I I I I I I I . --. ~~ -~.--. -'-'--'-~ -;_. --. MANNING'S EQUATION Circ Rec/Trap/Tria 1 2 HAN> 1 4. 1-1. =II '?CJ 10 ,4.1/. :# 4-3 Units (O=ft, l=m) = < 0 > Area (sq ft) -O. Of, - Depth (ft) = <. • 13 > <---Velocity (ft/s) = 6.42 Discharge (cfs) = <.3> Froude Number = 3.79 Manning's n = <. • 012 > itical Depth (ft) -0.25 - Slope (declmal) -<.OB14> Normal -Depth (ft) = O. 13 Diameter (in) = <.B> Hydraulic Radius (ft) = O.OB Depth to Centroid(ft)= 0.05 1 to send to LP <CR> to continue ? Top Width (ft) = 0.52 Specific Force = 0.06 1 Setup 2 Exit, 3 C Print 4 P Print 5 Log 6 Transmit 7 Receive I I I I I I I I I I I I I I I I I I I MANNING'S EQUATION Circ Rec/Trap/Tria fO A·It.:/I 4/ 1 2 MAN> 1 'A~U H4-0 Units (O=ft, l=m) = < 0> Area (sq ft) = 0.05 Depth (ft) = < . 13 > <---Velocity (ft/s) = 1. ~6 Discharge (cfs) = <.07> Froude Number = 0.S5 Mannil!g's n = < . 012 > Critical Depth (ft) = 0.12 Slope (decimal) = <.0041> Normal Depth (ft) = 0.13 piameter (in) = <8> Hydraulic Radius (ft)= O.OS Depth to Centroid (ft)= 0.05 1 to send to LP <CR> to continue ? Top Width (ft) = 0.53 Specific Force = 0.01 1 Setup 2 Exit 3 C Print 4 P Print 5 Log 6 Transmit 7 Receive ~ 'I 1 1 :1 ,I 'I _I 1 1 'I 1 I 1 1 1 I MANNING'S EQUATION '-i ' I.., l.:l:"::l R",!I::l /T:l:',;a p /T:l:' l t.a A~ t-I. 4-41 A~/I. #-C;/ 1 2 MAN> 1 TV ·Units (O=ft, 1=m)= <0> Area (sq ft) = 0.04 . Depth (ft) -< . 1·1 > <-~-Velocity (ft/s) = 2.01 - Discharge (cfs) -< .08 > Froude Number = 1. 26 - Manning's n = <". 012 > Critical Depth (ft) = o. 13 Slope (decimal) = <.0091> Normal Depth (ft) = 0.11 .Diameter (in) = <8> Hydraulic Radius (ft) =. 0.07 Depth to Centroid(ft)= 0.05 1 to send t.o LP .. <CR> to continue ? Top Width (£t) = 0.50 Specific FQrce' = 0.01 1 Setup 2 Exit 3 .c Print. 4 P Print 5 Log 6 Transmit 7 Receive MANNINq'S EQUATION 4. t/. -# (b I -ro A.II #-0~ Units (O=ft, 1=m)= <0> Depth (ft) = <.09> <--- Discharge (c£s) = <.09> Manning's n = < .012 > Slope (decimal) = <.0374> Diameter (in) = < 8 > Circ Ree/Trap/Tria 1 2 MAN> ~'1 Area (sq £t) = Velocity (ft/s) Froude Number Critical Depth (ft) Normal Depth (ft) = = = = Hydraulic Radius (ft)= Depth to Cehtroid(ft)= 0.03 3.41 2.48 o. 14 0.09 0.05 0.03 1 to send to LP <CR> to contihue ? Top Width (ft) = 0.45 0.01 Specific Force = '1 Setup 2 Exit 3 C Print 4 P Print 5 Log 6 Transmit 7 Receive I I I I I I. I I I I I I I I I I I I I MANNING'S EQUATION A.,tI. -#-~ to A~f.l <# 4G Units (O=ft, l=m)= <0> Depth (ft) = <.21> DischCl.rge (cfs) .= < . 2 ~~ Manning , n = < . 012 > s Slope (decimal) = <:005> Circ Rec/Trap/Tria 1 2 MAN> Area (sq f·t) Velocity (ft/s) 1 = = Froude Number = itical Depth (ft) = Normal Depth (ft) = 0.09 2.12 0.96 0.21 0.21 Diameter (in) = <8> Hydraulic Radius (ft)= 0.12 Depth to Centroid(ft)= Enter '-' for unknown Top Width (ft) Specific Force An unknown quantity has not been specified. = = 0.09 0.62 0.02 1 Setup 2 Exit 3 C Print 4 P Print 5 Log 6 Transmit 7 Receive MANNING'S EQUATION 11. /.I. # 4'2 TD A. fl. #" 4?? Units (O=ft, l=m)= <0> Depth (ft) = <.25> <--- Discharge (cfs) = <.3> Manning's n = < .012 > Slope (decimal) = <.006> Diameter (in) = <8> Circ Rec/Trap/Tria 1 2 MAN> Area (sq ft) Velocity (ft/s) Froude Number itical Depth (ft) 1 = = = = Normal Depth (ft) = Hydraulic Radius (ft)= Depth to Centroid(ft)= 1 to send to LP <CR> to continue? Top Width (ft) = Specific Force 0.12 2.53 1. 04 0.25 0.25 0.14 0.10 0.64 0.04 1 Setup 2 Exit 3 C Print 4 P Print 5 Log 6 Transmit 7 Receive I I I I I I I I I I I I I I I I I I I· NANNING'S EQUATION Circ Rec/Trap/Tria 1 2 NAN> 1 An. #-44 10 A.t!.# 43 Units (O=ft, l=m)= <0> Area (sq ft) = O. 14 Depth (ft) = <.28> (---Velocity (ft/s) = 2.18 Discharge (cfs) = <.3> Froude Number = 0.84 Mi;\.rming's n = < . 012 > itical Depth (ft) = 0.25 Slope (decimal) = <.004> Normal Depth (ft) = 0.28 Diameter (in) = <8> Hydraulic Radius (ft) = O. 15 Depth to Centroid (ft)= 0.12 1 to send to LP <CR> to continue ? Top Width (ft) = 0.66 Specific Force = 0.04 1 Setup 2 Exit 3 C Print 4 P Print 5 Log 6 Transmit 7 Receive NANNING'S EQUATION A. /-I. -# . tb7 70 A.I-/. #" C,13 Units (O=ft, l=m)= <0> Depth (ft) = <. 18 > <--- Discharge (cfs) = <.3> Manning's n = <.012> Slope (decimal) = <.0228> Diameter (in) = <8> Circ Rec/Trap/Tria 1 2 MAN> 1 Area (sq ft) Velocity (ft/s) Froude Number itical Depth (ft) Normal Depth (ft) = = = = Hydraulic Radius (ft)= Depth to Centroid(ft)= 1 to send to LP .. <CR> to continue? Top Width (ft) = Specific Force = 0.07 4.09 2.04 0.25 0.18 O. 10 0.07 0.59 0.04 1 Setup 2 Exit. 3 C Print 4 P Print 5 Log 6 Transmit 7 Receive I I I I I' I I I" I I I I I I I I I I I MANNING'S EQUATION IJ.t/. -# 4& ~o /i./-I. it 47 Units (O=ft, l=m)= Depth (ft) = Discharge (cfs) = <0> < . 15 > <.2> Manning's n = <.012> Slope (decimal) = <.0183> Diameter (in) = < 8 > <--- Circ Rec/Trap/Tria 1 2 MAN> 1 Area (sq ft) = Velocity (ft/s) = Froude Number = Critical Depth (ft) = Normal Depth (ft) = 1 to send to LP <CR> to continue? Hydraulic Radius (ft)= Depth to Centroid(ft)= Top Width (ft) = Specific Force = 0.06 '3.36 1. 81 0.21 0.15 0.09 0.06 0.56 0.02 1 Setup 2 Exit 3 C Print 4 P Print 5 Log 6 Transmit 7 Receive MANNING'S EQUATION A.II.#4-r 10 AfI.#46 Units (O=ft, l=m)= Depth (ft) = Discharge (cfs) = Manni;ng's n Slope (decimal) < 0 > <: 14 >" < --- <.2> < . 012 > <.0282> Diameter (in) = < 8 > Circ Rec/Trap/Tria 1 2 MAN> 1 Area (sq ft) Velocity (ft/s) Froude Number Critical Depth (ft) Normal Depth (ft) = = = = = 1 to send to LP <CR> to continue? Hydraulic Radius (ft)= Depth to Centroid(ft)= Top Width (ft) = Specific Force = 0.05 3.92 2.24 0.21 o. 14 0.08 0.06 0.54 0.03 1 Setup 2 Exit 3 C Print 4 P Print 5 Log 6 Transmit 7 Receive 1 ·1 1 I I 1 1 1 1 1 1 1 1 1 1 I I I I HANNING'S EQUATION Circ Rec/Trap/Tria /1. /-I. #-c; 'L 1 2 HAN> ·1 A 1-1.11 t::71 ,0 Units (O=ft, l=m) = < 0> Area (sq ft) = 0.02 Depth (ft) -<.08> (---Velocity (ft/s) -2.02 -- Discharge (cfs) = < .05 > Froude Number = 1. 50 Manning's n = < . 012 > Critical Depth (ft) = O. 10 Slope (decimal) -<.0139> Normal Depth (ft) = 0.08 - Diameter (in) . -< 8 >. Hydraulic Radius (ft) = 0.05- Depth to Centroid(ft)= 0.03 1 to send to LP <CR> to continue ? Top Width (ft) = 0.44 Specific Force = 0.00 1 Setup 2 Exit 3 C Print 4 P Print 5 Log 6 Transmit 7 Receive MANNING'S EQUATION Circ Rec/Trap/Tria A.I/. {I tf2 -ro A. II.' # I?~ 1 2 MAN> 1 Units (O=ft, l=m)= <0> Area (sq ft) = Depth (ft) = < . 07 > <---Veloci ty. (ft/s) = Discharge (cfs) = < .06 > Froude Number = Manning's n = < .012 > Cr.'i tical Depth (ft) = Slope (decimal) = <.0429> No.rmal Depth (ft) = Diameter (in) = < 8 > Hydraulic Radius (ft)= Depth to Centroid(ft)= 1 to send to LP <CR> to continue? Top Width (ft) = Specific Force = 0.02 3.17: 2.59 0.11 . 0.07 0.04 0.03 0.40 0.01 1 Setup 2 Exit 3 C Print 4 P Print 5 Log 6 Transmit 7 Receive I I I I I I I I I I I I I I I I I I I MANNING'S EQUATION A.tI.H 0? TO AI-I.#40 Units (O=ft, l=m)= <0> Depth (ft) = <.12> <--- Discharge (cfs) = <.07 >" Nanning"s n < . 012 > Slope (decimal) <.0051> Diameter (in) = <8> Cira RAa/T~~p/T~i~ 1 2 MAN> 1 Area (Eq ft) = Velocity (ft/s) = Froude Number = Critical Depth (ft) = Normal Depth (ft) = Hydraulic Radius (ft)= Depth to Centroid(ft)= 1 to send to LP <CR> to continue? Top Width (ft) = Specific Force = 0.04 1. 57 0.95 O. i2 0.12 0.08 o.os 0.01 1 Setup 2 Exit 3 C Print 4 P Print 5 Log 6 Transmit 7 Receiv~ EQUATION To A II. # 41 Units (O=ft, <0> Depth (ft) Discharge (cfs) = Nanning-s n = <. • 012 > Slope (decimal) = <.0041> Diameter (in) = <8> Enter Cire 1 Rec/Trap/Tria 2 MAN> 1 Area (sq ft) 0.04 Velocity = 1. 57 = 0.95 (ft) = 0.12 = 0.12 = Specific Force = 0.08 0.05 " 0.52 0.01 2 Exit 3 C Print 4 P Print 5 Log I I I I I I I I I I I I I I I I I I I MANNING'S EQUATION A. 1-1 .:It ? 5 7D A. iI. -# '74- Units (O=ft, l=m)= <0> Depth (ft) = <.07> <--- Discharge (cfs) = <.03> Manning's n = <.012> Slope (decimal) = <.0125> Diameter (in) = < 8 > Circ 1 1 to send to LP .. <CR> to continue? Rec/Trap/Tria 2' MAN>' 1 Area (sq ft) = Velocity (ft/s) = Froude Number = Critical De~th (ft) = Normal Depth (ft) = Hydraulic Radius (ft)= Depth to Centroid(ft)= Top Width (ft) = Specific Force = 0.02 1. 67 1. 39 0.08 0.07 0.04 0.03 0.40 0.00 1 Setup 2 Exit 3 C Print 4 P Print 5 Log 6 Transmit 7 Receive MANNING'S EQUATION A. H. :IF &74 -ro A.I-/.:I:I?? Units (O=ft, l=m)= <0> Depth (ft) = <.1> <--- Discharge (cfs) = <.04> Manning's n = <.012> Slope (decimal) = <.004> Diameter (in) = < 8 > Circ 1 1 to send to LP <CR> to continue? Rec/Trap/Tria 2 MAN> 1 Area (sq ft) = Velocity (ft/s) = Froude Number = Critical Depth (ft) = Normal Depth (ft) = Hydraulic Radius (ft)= Depth to Centroid(ft)= Top Width (ft) = Specific Force = 0.03 1. 22 0.82 0.09 0.10' 0.06 0.04 0.48 0.00 1 Setup 2 Exit 3 C Print 4 P Print 5 Log 6 Transmit 7 Receive I I I I I I I I I I I I I I I I I I I NANNING'S EQUATION Circ Rec/Trap/Tria 1 2 NAN> 1 LJ. /-I. If 4'? 10 )111. "II E?7 Units (O=ft, l=m)= < 0> Area (sq ft) = 0.03 Depth (ft) -<.08> <---Velocity (ft/s) = 3.9-4 - Discha:rge (cfs) -< . 1 > Froude Number ,-2.89 - Manning's n = < . 012 > Critical Depth (ft. ) = 0.14 Slope (decimal) = <.0514> Normal Depth (ft) = 0.08 Diameter (in) = <8> Hydraulic Radius (ft)= 0.05 Depth -to Centroid(ft)= 0.03 1 to send to LP <CR> to continue ? Top Width (ft) = 0.44 Specific Force = 0.01 1 Setup 2 Exit 3 C Print 4 P Print 5 Log 6 Transmit 7 Receive MANNING'S EQUATION A. /.I. .# qG 70 A. /I. -# ? 7 Units (O=ft, l=m)= <0> Depth (ft) = < .. 1> <--- Discharge (cfs) = <.1> Manning's n = < . 012 > Slope (decimal) <.0292> Diameter (in) = <8> Circ Rec/Trap/Tria 1 2 MAN> 1 Area (sq ft) Velocity (ft/s) Froude Number = = = Critical Depth (ft) = Normal Depth {ft) = Hydraulic Radius (ft)= 1 to send to LP <CR> to continue? Depth to Centroid(ft)= Top Width (ft) = Specific Force = 0.03 3.23 2.22 0.14 0.10 0.06 0.04 0.47 0.01 1 Setup 2 Exit. 3 C Print 4 P Print 5 Log 6 Transmit 7 aeceive I I I I I I I I I I I I I I I I I I I MANNING'S EQUATION ·A.II. -# '77 10 /-J.H.#'?6 Units {O::;ft, l::;m)::; <0>· .Depth (ft) = <.13> <--- Discharge (cfs) = <~2> Manning's n = <.012> Slope (decimal) = <.0384> Diameter (in) = < 8 > Circ Rec/Trap/Tria 1 2 MAN> Area (sq ft) Velocity (ft/s) Froude Number 1 ::; = = Critical Depth (ft) ::; Normal Depth (ft) = Hydraulic Radius (ft)= 0.05 4.37 2.60 0.21 0.13 0.08 Depth to Centroid(ft)= 0.05 1 to send to LP <CR> to continue? Top Width (ft) = 0.52 Specific Force = 0.03 1 Setup 2 Exit 3 C Print 4 P Print 5 Log 6 Transmit 7 Receive MANNING'S EQUATION A. II. -# 78 10 /J. I-/. #: ~9 Units (O=ft, l=m)= <0> Depth (ft) = <.15> <--- Discharge (cfs) = <.2> Manning's n = <.012> Slope (decimal) = <.0204> Diameter (in) = < 8 > Circ Rec/Trap/Tria' 1 2 MAN> Area (sq ft) Velocity (ft/s) Froude Number 1 = = = Critical Depth (ft) = Normal Depth (ft) ::; Hydraulic Radius (ft)= 0.06 3.49 1. 91 0,21 o. 15 0.09 Depth to Centroid(ft)= 0.06 1 to send to LP <CR> to continue? Top Width (ft) = . 0.55 0.03 Specific Force = 1 Setup 2 Exit 3 C Print 4 P Print 5 Log 6 Transmit 7 Receive I I I I I I I I I 1 I· I 1 I I 1 I 1 I MANNING'S EQUATION 11./1.;/1 (00 10 A j/. # &?~ Units (O=ft, 1=m)= Depth (ft) = Discharge (cfs) = Manning's n = Slope (decimal) = Diameter (in) = < 0> < . 16 > <.2> < . 012 > <.0158> <8> /' ---'. Giro Rao/Tr.p/Tri. 12 MAN> 1 Area (sq ft) = Veloci ty (ft/s) = Froude Number = Critical Depth (ft) = Normal Depth (ft) = Hydraulic Radius (ft)= .1 to send to LP <CR> to continue? Depth to Centroid(ft)= Top Width (ft) = Specific Force = 0.06 3.19 1. 69 0.21 0.16 0.09 0.06 0.57 0.02 i Setup 2 Exit 3 C Print 4 P Print 5 Log 6 Transmit 7 Receive MANNING'S EQUATION A 1-/. if ~g 10 A I/. #" 46 Units (O=ft, 1=m)= Depth (ft) = <0> <.21> Discharge (cfs) = <.2> Manning"s n = (.012> Slope (decimal) = <.005> Diameter (in) = <8> <--- Circ Rec/Trap/Tria 1 2 MAN> 1 Area (sq ft) Velocity (ft/s) = = Froude Number = Critical Depth (ft) = Normal Depth (ft) = 1 to send to LP <CR> to continue? Hydraulic Radius (ft)= Depth to Centroid(ft)= Top Width (ft) = Specific Force = 0.09 2.12 '0.96 0.21 0.21 0.12 0.09 0.62 0.02 1 Setup 2 Exit 3 C Print 4 P Print 5 Log 6 Transmit 7 Receive 1 I I I 1 1 1 I. I I 1 1 I I I I I 1 1 MANNING'S EQUATION /1.1/. -# rp-Z 70 /I. fI~ # 6? Circ Rec/Trap/Tria 1 2 MAN> 1 Units (O=ft, l=m)= <0> Area (sq ft) = 0.03 Depth (ft) = <.1> (---Velocity (ft/s) = . 3.01 Discharge (cfs) = < . 1 > Froude Number = 2.01 Manning's n = < . 012 > Critical Depth (ft) = 0.14 Slope (decimal) = <.0239> Normal Depth (ft) --0.10 'Diameter (in) <8> Hydraulic Radius (ft)= 0.06 Depth to Centroid(ft)= 0.04 1 to send to LP <CR> to continue? Top Width (ft) = 0.48 Specific Force = 0.01 1 Setup 2 Exit 3 C Print 4 P Print 5 Log 6 Transmit 7 Receive MANNING'S EQUATION Circ Rec/Trap/Tria 1 2 MAN> 1 Units (O=ft, l=m)= <0> Area (sq ft) = Depth (ft) = < . 1>' < ---Velocity (ft/s) = Discharge (cfs) = <.1> Froude Number = Manning's n = <.012> Critical Depth (ft) = Slope (decimal) = <.0273> Normal Depth (ft) = Diameter (in) = <8> Hydraulic Radius (ft)= Depth to Centroid(ft)= 1 to send to LP <CR> to continue? Top Width (ft) = Specific Force = 0.03 3.16 2.15 0.14 O. 10 0.06 0.04 0.47 0.01 1 Setup 2 Exit 3 C Print 4 P Print 5 Log· 6 Transmit 1 Receive .--~ I 'I I I I I I I I I I I I I I I I I I MANNING'S EQUATION Circ Rec/Trap/Tria MAN> 1 1 2 A. I!. it w tl 7(;) AJI. #~£? Units (O=ft, l=m) = < 0 > Area Csq It) = 0.05 Depth (ft) = < .14> <---Velocity (ft/s) = 1. 95 Discharge (cfs) = < . 1 > Froude Number 1.12 Manning's n = < . 012 > Critical Depth (ft) = 0.14 Slope (decimal) = < .007 > Normal Depth (ft) -0.14 - ,piameter (in) = <8> Hydraulic Radius (ft)= 0.08 Depth to Centroid(ft)= 0.06 1 to send to LP <CR> to continue ? Top Width (ft) = 0.54 Specific Force = 0.01 1 Set'up 3 C Print 4 P Print 5 Log 6 Transmit 7 Receive MANNING'S EQUATION Circ Rec/Trap/Tria 1 2 MAN> 1 Units (O=ft, l=m) = < 0> Area (sq ft) = ,0.03 Depth (ft) = <.09> <---Velocity (ft/s) = 3.62 Discharge (cfs) = < . 1 > Froude Number = 2.59 Manning's n = < . 012 > Critical Depth (ft) = 0.14 Slope (decimal) = <.0404> Normal Depth (ft) = 0.09 Diameter (in) = <8> Hydraulic Radius (ft)= 0.06 Depth to Centroid (ft)= 0.04 1 to send to LP <CR> to continue ? Top Width (ft) = 0.45 Specific Force = 0.01 1 Setup 2 Exit 3 C Print 4 P Print 5 Log 6 Transmit 7 Receive ,. -I 1 1 1 I 1 1 I I 1 -I I- I I -I I I I MANNING'S EQUATION Circ Rec/Trap/Tria 1 2 MAN> 1 -Units (O=ft, l=m) = < 0 > Area (sq ft) = Depth (ft) = <.2> <---Velocity (ft/s) = Disch~rge (cfs) = <.3> Froude Number = Manning's n = <.012> itical Depth (ft) = Slope (decimal) = <.0145> Normal Depth (ft) -Diameter (in) = < 8 > Hydraulic Radius (ft)= Depth to Centroid(ft)= 1 to send to LP <CR> to continue? Top Width (ft) = Specific Force = 0.09 3.48 1. 63 0.25 0.20 0.11 0.08 0.61 0.04 1 Setup 2 Exit 3 C Print 4 P Print 5 Log 6 Transmit 7 Receive MANNING'S EQUATION Circ Rec/Trap/Tria 1 2 MAN> 1 4. II-. =II (pg To A fI..::If -3e::; Units (O=ft, l=m) = < 0> Area (sq ft) -= 0.03 Depth (ft) = <.09> <---Velocity (ft/s) = 9.86 Discharge (cfs) = <.3> Froude Number = 6.80 Manning's n ::: < .012 > itical Depth (ft) ::: 0.25 Slope (decimal) = <.2758> Normal Depth (ft) = 0.09 Diameter (in) = <8> Hydraulic Radius (ft)= 0.06 Depth to Centroid (ft)= 0.04 1 to send to LP <CR> to continue ? Top Width (ft) ::: 0.47 Specific Force = 0.09 1 Setup 2 Exit 3 C Print 4 P Print 5 Log 6 Transmit 7 Receive I I VILLAGE "T" SOUTH I % D.U. PK. Q DEPTH VELOCITY REACH' SLOPE FACTOR CFS (FT) (FPS) -------------------------------------------------------------------------------------------------------------------------------------- I FROM VILLAGE Q -33 4.60 6 4.0 0.01 0.03 1.88 I 33-5 6.89 6 4.0 0.01 0.03 2.17 5-6 3.36 13 4.0 0.02 0.04 2.09 I 14-13 2.50 10 4.0 0.02 0.05 1.88 12-13 2.00 9 4.0 0.02 0.05 1.75 I 13-6 2.50 19 4.0 0.03 0.06 2.13 6-7 1.00 37 4.0 0.06 0.10 1.90 ,I 7-8 1.50 42 4.0 0.07 0.09 2.30 8-9 4.75 45 4.0 0.07 0.07 3.44 I 9-10 3.9 49 4.0 0.08 0.08 3.34 18-10 3.5 6 4.0 0.01 0.03 1. 72 I 10-11 1. 75 58 4.0 0.09 0.10 2.61 I 11-34 ",1. 00 58 4.0 0.09 0.12 2.15 34-35 0.7 58 4.0 0.09 0.13 1.89 I 30-31 31-23 I 22-3 5.4 13 4.0 0.02 0.04 2.46 " 4-3 9.5 3 4.0 0.005 0.02 1.97 .' f I 3-2 7.3 18 4.0 0.03 0.04 3.09 ;,} 28-2 1.75 6 4.0 0.01 0.04 1. 35 v; ::, "-I 'iT' 2-1 3.5 31 4.0 0.05 0.07 2.80 't,~ [. 1-30 2.3 43 4.0 0.07 0.09 2.67 ~' I 30-31 2.3 43 4.0 0.07 31-24 2.3 43 4.0 0.07 I 15-16 2.0 5 4.0 0.08 0.09 2.64 16-17 2.0 18 4.0 0.03 0.06 1.97 I 1.7-32 1.00 18 4.0 0.03 0.07 1.55 I J 1 1 1 1 -'I I, 1 1 1 1 1 1 1 1 I I I I I VILLAGE "T" SOUTH Page Two % REACH SLOPE D.U. PK. FACTOR Q CFS DEPTH (FT) VELOCITY (FPS) -------------------------------------------------------------------------------------------------------------------------------------- 27-71 4.2 22 71-26 5.2 29 19-20 5.5 4 20-21 1.3 11 21-26 1.3 11 26-25 4.4 14 25-70 1.3 18 70-24 1.3 30 4.0 0.04 4.0 0.05 4.0 0.006 4.0 0.02 4.0 0.02 4.0 0.02 4.0 0.03 4.0 0.05 0.06 0.02 0.05 0.04 0.07 0.08 2.79 1.71 1.50 2.30 1.70 1.98 { I ." , (, " " '!' ~.