HomeMy WebLinkAboutSDP 05-18; ECR CORPORATE CENTER; WATER ANALYSIS; 2007-06-01C; Z
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El Camino Real Corporate Center
Water Analysis
June 2007
Prepared for
ECR Corporate Center, L.P.
5600 Avenida Encinas, Suite 100
Carlsbad, CA 92008
CONTACT: John White, President
Prepared by:
RM MwM
CONSULTING
RBF CONSULTING
5050 Avenida Encinas, Suite 260
Carlsbad, CA 92008
760.476.9193
Contact Person:
Tim Thiele, P.E.
RBF JN 55-100293
Ponto Vision EIR: JN 25-101951
Storm Water Mitigation Plan and Preliminary
C'S-(z 4-"-?
ECR CORPERATE CENTER
WATER MODEL
I DIN I F41
The project site is completely within a 550-pressure zone.
Medical Building I, has an average day demand of 10 Gallons Per Minute (GPM)'
Medical Building II, has an average day demand of 4 GPM'
Day Care Center, has an average day demand of 2 GPM
The maximum day peaking factor is 1.65 2
The peak hour peaking factor is 2.90 2
Fire hydrant demand is 3500 GPM for the 4 hydrants within 325 ft of Medical
Building I.
Fire hydrant demand is 2500 GPM for the 3 hydrants within 300 ft of Medical
Building II.
Fire hydrant demand is 2750 GPM for the 3 hydrants within 300 of the Day Care
Center.
ASSUMPTIONS
All hydrant laterals will be 6" in diameter
Water service to Medical Building I is 3" in diameter
Water service to Medical Building II is 2" in diameter
Water service to the Day Care Center is 1.5" in diameter
A 3" Neptune TRU/FLO Compound water meter will be used for Medical Building I
A 2" Neptune High Performance water meter will be used for Medical Building II
A 1.5" Neptune High Performance water meter will be used for the Day Care Center
3" Reduced pressure backflow preventer will be used in Medical Center I
2.5" Reduced pressure backflow preventer will be used in Medical Center II and the
Day Care Center.
The elevation head from the 12" water main in the back of the site was 540 ft at the
pipe to take into account losses in the system.
The elevation head from the 24" water main on El Camino Real was 540 at the pipe
to take into account losses in the system
Flow to the fire service in the building is minimal and was neglected in the
modeling.
MODELS
Model 1 was based on an 8" water main, 6" fire hydrant laterals, 3" water service to
Medical Bldg I, 2" water service to Medical Bldg II, and a 1.5" water service to the
Day Care Center. Demands are 10 GPM to Medical Bldg I, 4 GPM to medical Bldg
II and 2 GPM to the Day Care Center. The maximum day peaking factor is used to
adjust these demands for the maximum day scenario. The fire flow demand of 3500
'Building Demands were determined from the City of Carlsbad Design Standards 3.2.1.
2 Peaking Factors are given in the City of Carlsbad Design Standards 3.2.3.
3 Fire Hydrant demands were given by the Deputy Fire Marshal of the Carlsbad Fire Department.
GPM total over the 4 fire hydrants nearest to Medical Bldg I was implemented for
this model.
Model 2 was based on an 8" water main, 6" fire hydrant laterals, 3" water service to
Medical Bldg I, 2" water service to Medical Bldg II, and a 1.5" water service to the
Day Care Center. Demands are 10 GPM to Medical Bldg I, 4 GPM to medical Bldg
II and 2 GPM to the Day Care Center. The maximum day peaking factor is used to
adjust these demands for the maximum day scenario. The fire flow demand of 2500
GPM total over the 3 fire hydrants nearest to Medical Bldg II was implemented for
this model.
Model 3 was based on an 8" water main, 6" fire hydrant laterals, 3" water service to
Medical Bldg I, 2" water service to Medical Bldg II, and a 1.5" water service to the
Day Care Center. Demands are 10 GPM to Medical Bldg I, 4 GPM to medical Bldg
II and 2 GPM to the Day Care Center. The maximum day peaking factor is used to
adjust these demands for the maximum day scenario. The fire flow demand of 2750
GPM total over the 3 fire hydrants nearest to the Day Care Center was implemented
for this model.
SUMMARY OF RESULTS
All 3 models were conducted with H20Map Water software and were completed using
the pipe alignment received on 6/21/2007. Each of the 3 models was completed using
the specifications listed above. Table 1, below, summarizes the results of the modeling
analysis. Detailed results for each of the models are included in the following pages.
Model
Number
Maximum
Velocity
Minimum
Velocity
Average
Velocity
Maximum
Pressure
Minimum
Pressure
Average
Pressure
Average Pressure
at Hydrants
1 10.41 fps 0.04 fps 3.87 fps 86.95 psi 93.05 psi
2 10.16 fps 0.11 fps 4.12 fps 105.09 psi 81.35 psi
104.50 psiE93.58
95.98 psi
3 12.81fps 0.11fps 3.74 fps 106.92 psi 81.1 psi 95.98 psi
Table 1 - Summary of Results
'Building Demands were determined from the City of Carlsbad Design Standards 3.2.1.
2 Peaking Factors are given in the City of Carlsbad Design Standards 3.2.3.
Fire Hydrant demands were given by the Deputy Fire Marshal of the Carlsbad Fire Department.
MODE L I
RESULTS
HYDQUA. RPT
Page 1 Thu Jun 28 17:27:27 2007
H20MAP Water GIS
Comprehensive Analysis of
Water Distribution Piping Network
version 5.0
ECR Corp Center Max. Day Demands
Input Data File ...................
H:\PDATA\5 5100293\CALCS\WATER\ECRWAT-3 . OUT\SCENARIO\RUN14\-INP
Number of junctions ................ 38
Number of Reservoirs...............2
Number of Tanks ...................0
Number of Pipes ...................33
Numberof Pumps ...................0
Numberof valves ..................6
Headloss Formula ..................Hazen-Williams
Hydraulic Timestep ................1.00 hrs
Hydraulic Accuracy ................0.001000
Maximum Trials ....................100
Quality Analysis ..................None
Specific Gravity ..................1.00
Relative Kinematic viscosity ......1.00
Relative chemical Diffusivity .....1.00
Demand Multiplier .................1.65
Total Duration ....................0.00 hrs
Reporting Criteria:
All Nodes
All Links
Analysis began Thu Jun 28 17:27:27 2007
Hydraulic Status: -----------------------------------------------------------------------
0:00:00: Balanced after 4 trials
Total Supplied: 3527.70 gpm
Total Demanded: 3527.70 gpm
Total Stored: 0.00 gpm
0:00:00: Reservoir 2000 is emptying
0:00:00: Reservoir 2002 is emptying
Node Results:
Demand Head Pressure
Node gpm --------------------------------------------------- ft psi
J-10 0.00 519.94 93.13
J-12 0.00 519.94 93.14
J-14 0.00 519.94 93.79
J-16 0.00 519.91 93.77
J-18 0.00 512.09 90.38
J-2 0.00 529.56 96.44
J-20 0.00 484.13 78.27
J-22 6.60 484.12 78.26
3-24 0.00 519.94 94.22
3-26 0.00 519.94 94.65
3-30 0.00 517.08 91.03
Page 1
Page 2
HYDQUA. RPT
ECR Corp Center Max. Day Demands
Node Results: (continued)
Demand Head Pressure
Node gpm ft psi
3-32 0.00 516.72 90.87
3-34 0.00 516.72 91.09
3-36 0.00 516.72 91.09
3-38 0.00 516.71 91.08
0.00 526.56 95.14
3-40 0.00 507.16 86.95
3-42 0.00 481.76 75.94
3-44 16.50 481.76 75.94
3-46 0.00 516.72 91.09
3-48 0.00 520.05 93.18
3-50 0.00 520.75 93.92
3-52 0.00 525.31 104.13
3-54 0.00 526.17 104.50
3-56 0.00 526.83 106.95
3-58 0.00 537.62 99.06
3-6 0.00 521.35 93.31
3-60 875.33 525.90 94.85
3-62 875.33 519.37 92.89
3-64 875.33 519.17 92.80
3-66 0.00 519.94 94.22
3-68 875.33 515.85 90.50
3-70 0.00 520.96 93.14
3-72 0.00 520.91 93.12
3-74 0.00 520.88 93.11
3-76 0.00 493.05 81.05
3-78 3.30 493.04 81.04
3-8 0.00 519.93 93.13
2000 -1020.86 540.00 0.00 Reservoir
2002 -2506.84 540.00 0.00 Reservoir
Link Results: ---------------------------------------------------
Flow velocity Headloss
Link gpm fps ft
P-i
---------------------------------------------------
1020.86 2.90 0.66 P-li 138.93 0.89 0.01
P-13 138.93 0.89 0.01
P-15 6.60 0.04 0.00
P-17 6.60 0.67 0.03
P-19 6.60 0.67 0.01
P-21 0.00 0.00 0.00
P-23 0.00 0.00 0.00
P-25 -736.39 4.70 1.03
P-27 -1631.52 10.41 5.21
P-29 -2506.84 16.00 3.00
P-3 1020.86 6.52 0.86
P-31 -2506.84 16.00 8.06
P-33 875.33 9.93 0.66
P-35 891.82 5.69 0.36
Page 3 ECR Corp Center Max. Day Demands
Page 2
HYDQUA. RPT
Link Results: (continued) ---------------------------------------------------
Flow Velocity Headloss
Link gpm --------------------------------------------------- fps ft
P-37 16.50 0.11 0.00
P-39 16.50 0.11 0.00
P-41 0.00 0.00 0.00
P-43 16.50 0.75 0.01
P-45 16.50 0.75 0.01
P-47 875.33 9.93 0.87
P-49 875.33 9.93 0.88
P-5 1020.86 6.52 4.56
P-Si 875.33 9.93 0.55
P-53 891.82 5.69 4.26
P-55 0.00 0.00 0.00
P-57 -739.69 4.72 0.39
P-59 3.30 0.60 0.05
P-61 3.30 0.60 0.01
P-63 1020.86 2.90 13.17
P-65 2506.84 1.78 2.38
P-7 1020.86 6.52 0.70
P-9 145.53 0.93 0.11
1000 16.50 0.75 9.54 GPVFLV
1002 16.50 0.75 25.40 GPVFLV
1004 3.30 0.60 0.03 GPVFLV
1006 3.30 0.22 27.83 GPVFLV
1008 6.60 0.67 7.83 GPVFLV
1010 6.60 0.43 27.96 GPVFLV
Analysis ended Thu Jun 28 17:27:27 2007
Page 3
MODEL 2
RESULTS
HYDQUA. RPT
Page 1 Fri Jun 29 08:55:29 2007
H20MAP Water GIS
Comprehensive Analysis of
Water Distribution Piping Network
version 5.0
ECR Corp Center Max. Day Demands
Input Data File ...................
H:\PDATA\5 5100293\CALCs\WATER\ECRwAT-.3 . OuT\SCENARIo\RuN14\-INp Number of junctions ................ 38
Number of Reservoirs...............2
Number of Tanks ...................0
Number of Pipes ...................33
Number of Pumps ...................0
Number of valves ..................6
Headloss Formula ..................Hazen-Williams
Hydraulic Timestep ................1.00 hrs
Hydraulic Accuracy ................0.001000
Maximum Trials ....................100
Quality Analysis ..................None
Specific Gravity ..................1.00
Relative Kinematic Viscosity ......1.00
Relative Chemical Diffusivity .....1.00
Demand Multiplier .................1.65
Total Duration ....................0.00 hrs
Reporting Criteria:
All Nodes
All Links
Analysis began Fri Jun 29 08:55:29 2007
Hydraulic Status:
0:00:00: Balanced after 4 trials
Total Supplied: 2526.64 gpm
Total Demanded: 2526.64 gpm
Total Stored: 0.00 gpm
0:00:00: Reservoir 2000 is emptying
0:00:00: Reservoir 2002 is emptying
Node Results:
Demand Head Pressure
Node --------------------------------------------------- gpm ft psi
J-10 0.00 523.12 94.51
]-12 0.00 523.01 94.46
]-14 0.00 521.25 94.35
J-16 0.00 521.22 94.34
J-18 0.00 513.40 90.95
0.00 535.50 99.01
J-20 0.00 485.44 78.83
J-22 6.60 485.43 78.83
J-24 0.00 520.54 94.48
J-26 0.00 520.54 94.91
J-30 0.00 529.22 96.29
Page 1
HYDQUA. RPT
Page 2 ECR Corp Center Max. Day Demands
Node Results: (continued) ---------------------------------------------------
Demand Head Pressure
Node --------------------------------------------------- gpm ft psi
3-32 0.00 529.22 96.29
-34 0.00 529.21 96.50
3-36 0.00 529.21 96.50
3-38 0.00 529.20 96.50
3-4 0.00 534.20 98.45
3-40 0.00 519.66 92.36
3-42 0.00 494.26 81.35
3-44 16.50 494.25 81.35
3-46 0.00 529.21 96.50
3-48 0.00 523.07 94.49
3-50 0.00 523.66 95.18
3-52 0.00 527.53 105.09
3-54 0.00 528.26 105.40
3-56 0.00 528.82 107.82
3-58 0.00 538.98 99.65
3-6 0.00 529.22 96.72
3-60 0.00 534.20 98.45
3-62 833.41 522.93 94.43
3-64 833.41 522.26 94.14
3-66 833.41 519.64 94.09
3-68 0.00 529.22 96.29
3-70 0.00 527.65 96.04
3-72 0.00 527.59 96.02
3-74 0.00 527.56 96.00
3-76 0.00 499.73 83.94
3-78 3.30 499.72 83.94
3-8 0.00 523.43 94.65
2000 -934.41 540.00 0.00 Reservoir
2002 -1592.23 540.00 0.00 Reservoir
Link Results: ---------------------------------------------------
Flow velocity Headloss
Link --------------------------------------------------- gpm fps ft
P-i 934.41 2.65 0.56 P-il -739.02 4.72 0.11
P-13 -739.02 4.72 0.31
P-15 840.01 5.36 1.76
P-17 6.60 0.67 0.03
P-19 6.60 0.67 0.01
P-21 833.41 5.32 0.71
P-23 0.00 0.00 0.00
P-25 -1572.43 10.04 4.22
P-27 -1592.23 10.16 4.98
P-29 -1592.23 10.16 1.29
P-3 934.41 5.96 0.73
P-31 -1592.23 10.16 3.48
P-33 0.00 0.00 0.00
P-35 16.50 0.11 0.00
Page 3 ECR Corp Center Max. Day Demands
Page 2
HYDQUA. RPT
Link Results: (continued)
Flow velocity Headloss
Link --------------------------------------------------- gpm fps ft
P-37 16.50 0.11 0.00
P-39 16.50 0.11 0.00
P-41 0.00 0.00 0.00
P-43 16.50 0.75 0.01
P-45 16.50 0.75 0.01
P-47 0.00 0.00 0.00
P-49 833.41 9.46 0.80
P-S 934.41 5.96 3.87
P-Si 833.41 9.46 0.51
P-53 16.50 0.11 0.00
P-55 833.41 9.46 0.90
P-57 -1575.73 10.06 1.57
P-59 3.30 0.60 0.05
P-61 3.30 0.60 0.01
P-63 934.41 2.65 11.18
P-65 1592.23 1.13 1.02
P-7 934.41 5.96 0.59
P-9 101.00 0.64 0.05
1000 16.50 0.75 9.54 GPVFLV
1002 16.50 0.75 25.40 GPVFLV
1004 3.30 0.60 0.03 GPVFLV
1006 3.30 0.22 27.83 GPVFLV
1008 6.60 0.67 7.83 GPVFLV
1010 6.60 0.43 27.96 GPVFLV
Analysis ended Fri Jun 29 08:55:29 2007
Page 3
~ I
MODEL 3
RESULTS
HYDQUA. RPT
Page 1 Fri Jun 29 09:06:36 2007
H20MAP Water GIS
Comprehensive Analysis of
Water Distribution Piping Network
Version 5.0
ECR Corp Center Max. Day Demands
IflpUt Data File ...................
H: \PDATA\5 5100293\CALCS\wATER\ECRwAT-3 . OuT\SCENARIO\RuN14\-INP
Number of Junctions ................38
Number of Reservoirs...............2
Number of Tanks ...................0
Number of Pipes ...................33
Number of Pumps ...................0
Number .of valves ..................6
Headloss Formula ..................Hazen-Williams
Hydraulic Timestep ................1.00 hrs
Hydraulic Accuracy ................0.001000
Maximum Trials ....................100
Quality Analysis ..................None
Specific Gravity ..................1.00
Relative Kinematic viscosity ......1.00
Relative Chemical Diffusivity .....1.00
Demand Multiplier .................1.65
Total Duration ....................0.00 hrs
Reporting Criteria:
All Nodes
All Links
Analysis began Fri Jun 29 09:06:36 2007
Hydraulic Status:
0:00:00: Balanced after 4 trials
Total Supplied: 2778.60 gpm
Total Demanded: 2778.60 gpm
Total Stored: 0.00 gpm
0:00:00: Reservoir 2000 is emptying
0:00:00: Reservoir 2002 is emptying
Node Results:
Demand Head Pressure
Node --------------------------------------------------- gpm ft psi
J-10 0.00 525.77 95.66
J-12 0.00 525.77 95.66
1-14 0.00 523.67 95.40
J-16 0.00 523.64 95.39
3-18 0.00 515.81 91.99
J-2 0.00 533.08 97.96
3-20 0.00 487.85 79.88
J-22 6.60 487.84 79.88
J-24 0.00 522.82 95.46
J-26 0.00 522.82 95.90
3-30 0.00 528.62 96.03
Page 1
HYDQUA. RPT
Page 2 ECR Corp Center Max. Day Demands
Node Results: (continued)
Demand Head Pressure
Node --------------------------------------------------- gpm ft psi
3-32 0.00 528.62 96.03
3-34 0.00 528.62 96.25
3-36 0.00 528.62 96.25
3-38 0.00 528.61 96.24
3-4 0.00 531.10 97.10
3-40 0.00 519.07 92.10
3-42 0.00 493.66 81.10
3-44 16.50 493.66 81.10
3-46 0.00 528.62 96.25
3-48 0.00 528.13 96.68
3-50 0.00 528.54 97.29
3-52 0.00 531.26 106.70
3-54 0.00 531.77 106.92
3-56 0.00 532.16 109.26
3-58 0.00 538.43 99.41
3-6 0.00 528.63 96.46
3-60 917.40 530.38 96.79
3-62 917.40 525.19 95.41
3-64 0.00 528.13 96.68
3-66 917.40 521.74 95.00
3-68 0.00 528.62 96.03
3-70 0.00 527.85 96.13
3-72 0.00 527.80 96.11
3-74 0.00 527.77 96.09
3-76 0.00 499.94 84.03
3-78 3.30 499.93 84.03
3-8 0.00 525.79 95.67
2000 -771.45 540.00 0.00 Reservoir
2002 -2007.15 540.00 0.00 Reservoir
Link Results: ---------------------------------------------------
Flow velocity Headloss
Link gpm --------------------------------------------------- fps ft
P-i 771.45 2.19 0.39 P-il -152.55 0.97 0.01
P-13 -152.55 0.97 0.02
P-iS 924.00 5.90 2.10
P-17 6.60 0.67 0.03
P-19 6.60 0.67 0.01
P-21 917.40 5.86 0.85
P-23 0.00 0.00 0.00
P-25 -1069.95 6.83 2.07
P-27 -1089.75 6.96 2.47
P-29 -2007.15 12.81 1.99
P-3 771.45 4.92 0.51
P-31 -2007.15 12.81 5.34
P-33 917.40 10.41 0.72
P-35 16.50 0.11 0.00
Page 3 ECR Corp Center Max. Day Demands
Page 2
HYDQUA. RPT
Link Results: (continued) ---------------------------------------------------
Flow velocity Headloss
Link --------------------------------------------------- gpm fps ft
P-37 16.50 0.11 0.00
P-39 16.50 0.11 0.00
P-41 0.00 0.00 0.00
P-43 16.50 0.75 0.01
P-45 16.50 0.75 0.01
P-47 0.00 0.00 0.00
P-49 0.00 0.00 0.00
P-5 771.45 4.92 2.72
P-51 917.40 10.41 0.60
P-53 16.50 0.11 0.00
P-57 -1073.25 6.85 0.77
P-59 3.30 0.60 0.05
P-61 3.30 0.60 0.01
P-63 771.45 2.19 7.84
P-65 2007.15 1.42 1.57
P-7 771.45 4.92 0.41
P-9 771.45 4.92 2.36
1002 16.50 0.75 25.40 GPVFLV
1004 3.30 0.60 0.03 GPVFLV
1006 3.30 0.22 27.83 GPVFLV
1008 6.60 0.67 7.83 GPVFLV
1010 6.60 0.43 27.96 GPVFLV
Analysis ended Fri Jun 29 09:06:36 2007
Page 3