HomeMy WebLinkAboutTract 6880 Ph 3 & a portion of Ph 4 Hydraulics Report24-2000058212/4/2024
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Table of Contents
1.0 PURPOSE ............................................................................................................... 3
2.0 GUIDELINES .......................................................................................................... 3
3.0 DESIGN APPROACH ............................................................................................. 3
4.0 CONCLUSION AND RECOMMENDATIONS .......................................................... 43
Hydrology Calculations ........................................................................... back of report
Hydraulic Calculations and Pipe Profiles ................................................. back of report
Drainage Exhibit ...................................................................... sleeve in back of report
Reference ............................................................................................... back of report
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1.0 PURPOSE
The purpose for this drainage study is as follows:
1. To size the pipes for the proposed storm drainage system in accordance with the City
of Bakersfield requirements and guidelines.
2. To provide an economical and reasonable design for storm drain conveyance and
disposal facilities.
3. To supplement the Hydrology Study dated December 2023 which verified the curb
capacity & sump size.
2.0 GUIDELINES
The following design standards were used in the development of this study:
1. Initial times to concentration (roof to gutter) are 15 minutes for R-1 Development.
2. Approximately 100% of the site is Soil Group A – Kimberlina fine sandy loam, 0-2
percent slopes. The soil group was obtained from the US Department of Agriculture
Soils Survey. A Soil Map is enclosed with this report.
3. The runoff coefficients used are:
· 0.38 - R-1, 7500 SF
· 0.40 - R-1, 6750 SF
· 0.42 - R-1, 6000 SF
· 0.85 - Pavement w/ Landscaping
3. Rainfall intensity curves used are those shown on Plate D-1 of the City of Bakersfield,
Subdivision & Engineering Manual.
4. Sub-areas using multiple run-off coefficients are given a weighted average based on
the area relative to each coefficient.
3.0 DESIGN APPROACH
Catch Basin #1 will collect from Drainage Area 1 located at the T-intersection of Tarbert Ferry
Avenue and Mykonos Street. A series of 18” RCP lines (Pipes M to Q) along Tarbert Ferry
Avenue and Mykonos Street will convey this discharge towards Manhole (MH) #4 on Twelve
Bens Avenue. Drainage Area 2 has a flow path is greater than one thousand feet thus will have
analysis which will flowby into CB #2. This runoff will confluence at MH-4 with the discharge from
Pipe M and conveys easterly through an 18” RCP” line (Pipe L) into MH-5. Drainage Areas 2 & 3
will discharge into two catch basins (CB #2 & #3) located at the T-intersection of Twelve Bens
Avenue & Coltswold Way. Drainage Area 3 has been broken up into two parts (Areas 3A & 3B)
since the longest flow path is greater than one thousand feet into CB #3. A portion of Drainage
Areas 2 & 3 will consist of the southerly side of the residential lots along Blackwater Valley Drive,
future Phase 2. The discharge from this cumulative area will flow downstream through Pipe K to
MH-6 where it will confluence with at the runoff from Drainage Area 4.Catch Basin #4 will collect
discharge at the northwesterly corner at the intersection of Coltswold Way & Glendalough Avenue
from this area. Drainage Area 5 has been broken up into two parts (Areas 5A & 5B) since the
longest flow path is greater than one thousand feet into CB #5. This catch basin will be the
confluence point for the two drainage areas at the T-intersection of Glendalough Avenue &
Rossaveel Way. Drainage Area 5A consists of the residential lots along Blackwater Valley Drive,
Twelve Bens Avenue, and Coltswold Way. Most of the lots along Glendalough Avenue comprises
Drainage Area 5B. The flows form this area and Pipe J will confluence at MH-7 will convey down
Rossaveel Way to MH-8 through Pipe I, an 18” RCP. Catch Basin #6 will collect discharge at the
northwesterly corner at the intersection of Rossaveel Way & Gregans Castle Avenue from Area 6.
This runoff will confluence at MH-8 with the discharge from Pipe I and conveys easterly an 18”
RCP” line (Pipe H) into MH-9. Drainage Area 7 consists of the residential lots along Glendalough
Avenue, and Rossaveel Way. This area will flow into CB #7 located at the T-intersection of
Gregans Castle Avenue and Troy Island Way. These flows will confluence at MH-9 will convey
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down Troy Island Way to MH-10 through Pipe G, 24” RCP. Two catch basins (CB #8 & CB #9)
will also be located at this intersection to collect runoff from Drainage Areas 8 & 9. The
cumulative runoff of Areas 1-9 is conveyed southerly towards MH-11 via a 24” RCP, Pipe F. Two
catch basins (CB #10 & CB #11) will be located on Ballingarry Avenue at the intersection with
Troy Island Way and handle the runoff from Drainage Areas 10 & 11. The runoff from Area 10 will
confluence with the upstream flow, in Pipe F at MH-11 then convey it easterly through an 24”
RCP” line (Pipe E) into MH-12. The discharge produced by these Areas will be conveyed through
a series of 36” lines (Pipes C & D) to MH-15, towards the knuckle of Ballingarry Avenue.
Drainage Areas 13 will discharge into a catch basin (CB #12) located at the T-intersection of
Achill Island Way and Ballingarry Avenue. The flow from this area will discharge directly into MH-
15 were it will confluence with the upstream flow in Pipe C. Catch Basin #13 will collect from
Drainage Area 12 (residential lots along Blackwater Valley Drive) located adjacent to the sump at
the knuckle of Ballingarry Avenue. This catch basin will be the confluence point for the entire
watershed discharge and drain directly into the sump through 36” storm drain lines (Pipe BB & A).Off-
Off-site Drainage Areas 14, 15, and 16 (CB #14, CB #15 & CB #16) will discharge into catch basins
located along McCutchen Road which will be part of a separate drainage system from the on-site
storm drain. The discharge from the future commercial lot next to this site will discharge into a
different sump and be analyzed in a separate study.
The flows for the sizing of the pipes were estimated utilizing the City of Bakersfield Rational
Method in accordance with the Subdivision Standards. Flows were computed for the 10-year
event using the formula Q = CIA, where Q is the flow in cubic feet per second, C is the runoff
coefficient, I is the intensity in inches per hour, and A is the catchment’s area in acres. Since the
main purpose of this report is the storm drain system leading to the basin and the curb capacities
were determined based the 5-year storm event.
4.0 CONCLUSION AND RECOMMENDATIONS
The flows from the 10-year event were calculated and routed. All the pipes in this system were
sized to be 18” RCP, 24” RCP, and 30” RCP. The HGL is not less than 0.5’ below the existing
grade at any proposed manhole and catch basin. An addendum may be necessary to accurately
reflect any future proposed grading and improvement plan set.
The main objectives of this study were to design an economical storm drain system and meet the
design standards set by the City of Bakersfield. The storm drain system will be able to handle a
10-year event.
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HYDROLOGY CALCULATIONS
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CITY OF BAKERSFIELD RATIONAL METHOD
(In accordance with City of Bakersfield Standards)
TABLE OF RUNOFF COEFFICIENTS
R-1, 6000 SF 0.42
JOB TITLE:Tract 6880 - Phase 3 & a portion of Phase 4 R-1, 6750 SF 0.4
DATE:Oct-24 R-1, 7500 SF 0.38
R-1, 10000 SF 0.34
Rational Values:R-1, 15000 SF 0.27
Event: 10 YEAR Values: 5, 10, 50 R-3, R-4, M-H 0.8
M.A.P. 6 in./yr. Values: 6, 10, 15, 20, 25, 30 Commercial 0.9
Water Well Site 0.1
Curve Values Parks 0.15
a: 2.38 I=a+bTc (Tc<20min.) Grasslands, Type A Soil 0.15
b: -0.058 Grasslands, Type B Soil 0.25
P60: 0.550 I=K1*(6.02*Tc)^(0.17*LN(p60/K1) Grasslands, Type C Soil 0.35
K1: 40.00 (Tc>=20min.) Grasslands, Type D Soil 0.45
Pavement with Landscaping 0.85
Backyards 0.05
Lawn-landscape 2% slope 0.10 0.17
Lawn-landscape 2-7% slope 0.15 0.22
SUBAREA C I A rslt Tc L dH Sg Q Street V Trial Tc Roof to Tm D Curb
NAME Runoff Intensity Total Time Length Elev. Gutter Flow Type Vel. MIN. Gutter Travel Pipe Cap
Coef. IN/HR Area Conc. Feet Diff. Slope CFS FPS Time Time Dia. In
AC. MIN. Feet Ft/Ft MIN. MIN. In.
AREA 1 0.40 1.31 2.45 18.41 328 0.83 0.25% 1.28 60 1.60 18.41 15 3.41 3.52
PIPE Q 15 0.73 0.34 18
18.75
PIPE P 0.40 1.29 2.45 53 1.26 0.72 18.75 1.23 18
19.99
PIPE N 0.40 1.22 2.45 280 1.19 0.68 19.99 6.90 18
26.89
PIPE M 0.40 0.98 2.45 235 0.96 0.54 26.89 7.18 18
34.08
AREA 2 0.39 1.09 5.81 23.22 1000 3.55 0.36% 2.50 60 2.03 23.22 15 8.22 4.11
FL from AREA 2 TO CB 2 312 2.03 2.57
AREA 2 (Routed)0.39 1.01 5.81 25.79 2.32 25.79 4.04
AREA 2 (Total)0.39 1.01 5.81 25.79 2.32 1.74 25.79 4.21
PIPE R 25 1.31 0.32 18
26.10
PIPE L 0.40 0.83 8.26 43 2.70 1.53 34.08 0.47 18
34.55
AREA 3A 0.42 1.15 2.43 21.63 630 1.50 0.24% 1.17 60 1.58 21.63 15 6.63 3.42
FL from AREA 3A TO CB 3 334 1.58 3.51
AREA 3A (Routed)0.42 1.03 2.43 25.14 1.05 25.14 3.31
AREA 3B 0.42 1.17 4.25 21.10 630 1.50 0.24% 2.07 60 1.72 21.10 15 6.10 4.11
AREA 3 (Total)0.42 1.03 6.68 25.14 2.88 1.79 25.14 4.43
PIPE S 23 1.63 0.24 18
25.38
Tc CALCULATIONS
Tract 6880 - Phase 3 & a portion of Phase 4
Hydrology_10_yr.xls
McIntosh Associates
10800 Stockdale Hwy, Ste. 103
Bakersfield, CA 93311 10 yr Calc
24-20000582
12/4/2024
SUBAREA C I A rslt Tc L dH Sg Q Street V Trial Tc Roof to Tm D Curb
NAME Runoff Intensity Total Time Length Elev. Gutter Flow Type Vel. MIN. Gutter Travel Pipe Cap
Coef. IN/HR Area Conc. Feet Diff. Slope CFS FPS Time Time Dia. In
AC. MIN. Feet Ft/Ft MIN. MIN. In.
Tract 6880 - Phase 3 & a portion of Phase 4
PIPE K 0.41 0.82 14.94 280 4.96 2.81 34.55 1.66 18
36.21
AREA 4 0.42 1.33 1.44 18.15 287 0.60 0.21% 0.80 60 1.51 18.15 15 3.15 3.08
PIPE T 46 0.45 1.70 18
19.85
PIPE J 0.41 0.79 16.38 150 5.27 2.98 36.21 0.84 18
37.05
AREA 5A 0.41 1.04 4.05 24.88 1000 2.32 0.23% 1.73 60 1.69 24.88 15 9.88 3.93
FL from AREA 5A TO CB 5 366 1.69 3.62
AREA 5A (Routed)0.41 0.94 4.05 28.50 1.56 28.50 3.78
AREA 5B 0.42 1.30 1.42 18.61 327 0.66 0.20% 0.77 60 1.51 18.61 15 3.61 3.05
AREA 5 (Total)0.41 0.94 5.47 28.50 2.13 1.73 28.50 4.13
PIPE U 15 1.20 0.21 18
28.71
PIPE I 0.41 0.78 21.85 280 6.94 3.93 37.05 1.19 18
38.24
AREA 6 0.42 1.16 3.64 21.43 715 2.17 0.30% 1.77 59 1.85 21.43 15 6.43 3.85
PIPE V 48 1.00 0.79 18
22.22
PIPE H 0.41 0.76 25.49 155 7.94 4.49 38.24 0.57 18
38.81
AREA 7 0.42 1.12 4.24 22.40 762 2.00 0.26% 2.00 60 1.72 22.40 15 7.40 4.08
PIPE W 16 1.13 0.24 18
22.64
PIPE G 0.41 0.75 29.73 55 9.19 2.93 38.81 0.31 24
39.13
AREA 8 0.40 1.10 4.63 22.89 814 2.20 0.27% 2.05 60 1.72 22.89 15 7.89 4.10
PIPE X 15 1.16 0.22 18
23.11
AREA 9 0.42 1.13 3.65 22.29 971 4.43 0.46% 1.73 60 2.22 22.29 15 7.29 3.48
PIPE O 25 0.98 0.43 18
22.72
PIPE F 0.41 0.75 38.01 225 11.67 3.71 39.13 1.01 24
40.14
Hydrology_10_yr.xls
McIntosh Associates
10800 Stockdale Hwy, Ste. 103
Bakersfield, CA 93311 10 yr Calc
24-20000582
12/4/2024
SUBAREA C I A rslt Tc L dH Sg Q Street V Trial Tc Roof to Tm D Curb
NAME Runoff Intensity Total Time Length Elev. Gutter Flow Type Vel. MIN. Gutter Travel Pipe Cap
Coef. IN/HR Area Conc. Feet Diff. Slope CFS FPS Time Time Dia. In
AC. MIN. Feet Ft/Ft MIN. MIN. In.
Tract 6880 - Phase 3 & a portion of Phase 4
AREA 10 0.57 1.20 3.72 20.52 582 1.30 0.22% 2.52 60 1.76 20.52 15 5.52 4.29
PIPE Y 51 1.42 0.60 18
21.12
PIPE E 0.42 0.73 41.73 55 13.00 4.14 40.14 0.22 24
40.36
AREA 11 0.58 1.27 3.01 19.06 467 1.37 0.29% 2.23 60 1.92 19.06 15 4.06 4.11
PIPE Z 25 1.26 0.33 18
19.39
PIPE D 0.44 0.73 44.74 284 14.23 2.90 40.36 1.63 30
41.99
PIPE C 0.44 0.71 44.74 417 13.82 2.82 41.99 2.47 30
44.46
AREA 13 0.38 1.32 2.35 18.30 414 2.68 0.65% 1.18 60 2.09 18.30 15 3.30 3.12
PIPE AA 15 0.67 0.38 18
18.68
AREA 12 0.39 1.18 3.42 20.96 734 3.10 0.42% 1.59 60 2.05 20.96 15 5.96 3.51
PIPE B 25 0.90 0.46 18
21.42
PIPE BB 0.43 0.68 50.51 56 14.78 3.01 44.46 0.31 30
44.77
PIPE A 0.43 0.68 50.51 75 14.71 3.00 44.77 0.42 30
45.19
AREA 14 0.85 1.80 1.32 10.00 586 1.64 0.28% 2.02 60 1.90 10.00 0 5.13 4.03
PIPE 7 14 1.14 0.20 18
10.20
PIPE 6 0.85 1.79 1.32 56 2.01 1.14 10.20 0.82 18
11.02
PIPE 5 0.85 1.74 1.32 323 1.95 1.11 11.02 4.87 18
15.89
AREA 15 0.85 1.80 1.03 10.00 458 1.14 0.25% 1.58 60 1.66 10.00 0 4.60 3.79
PIPE 8 18 0.89 0.34 18
10.34
Hydrology_10_yr.xls
McIntosh Associates
10800 Stockdale Hwy, Ste. 103
Bakersfield, CA 93311 10 yr Calc
24-20000582
12/4/2024
SUBAREA C I A rslt Tc L dH Sg Q Street V Trial Tc Roof to Tm D Curb
NAME Runoff Intensity Total Time Length Elev. Gutter Flow Type Vel. MIN. Gutter Travel Pipe Cap
Coef. IN/HR Area Conc. Feet Diff. Slope CFS FPS Time Time Dia. In
AC. MIN. Feet Ft/Ft MIN. MIN. In.
Tract 6880 - Phase 3 & a portion of Phase 4
PIPE 4 0.85 1.46 2.35 404 2.91 1.65 15.89 4.09 18
19.98
PIPE 3 0.85 1.22 2.35 404 2.44 1.38 19.98 4.89 18
24.86
PIPE 2 0.85 1.04 2.35 12 2.08 1.18 24.86 0.17 18
25.03
AREA 16 0.85 1.80 0.85 10.00 350 1.14 0.33% 1.31 60 1.84 10.00 0 3.18 3.34
PIPE 1 0.85 1.03 3.20 67 2.82 1.59 25.03 0.70 18
25.73
Required Sump Capacity = 0.15 x C x A = 3.67 ac-ft
C = 0.45 A= 53.71 acres
Hydrology_10_yr.xls
McIntosh Associates
10800 Stockdale Hwy, Ste. 103
Bakersfield, CA 93311 10 yr Calc
24-20000582
12/4/2024
HYDRAULIC CALCULATIONS AND
PIPE PROFILES
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TRACT 6880 - PHASE 1
HYDRAULIC CALCULATIONS (OUTPUT)
Pipe Pipe Pipe Flow Avg. Capacity Invert HGL Velocity Velocity EGL Sf Invert
No. Length Size Rate Velocity Flowing Down Down Down Head Down Down Down Up
(ft)(in)(cfs)(ft/s)Full (cfs)(ft)(ft)(ft/s)(ft)(ft)(%)(ft)
PIPE 1 66.57 18 2.82 1.60 9.10 332.50 337.00 1.60 0.04 337.04 0.072 333.00
PIPE 2 12.00 18 2.08 1.18 4.29 332.57 337.06 1.18 0.02 337.08 0.039 332.59
PIPE 3 404.04 18 2.44 1.38 3.54 332.59 337.08 1.38 0.03 337.11 0.054 333.05
PIPE 4 404.04 18 2.91 1.65 8.74 333.05 337.30 1.65 0.04 337.35 0.077 335.85
PIPE 5 322.63 18 1.95 2.06 3.56 342.30 343.09 2.06 0.07 343.16 0.115 342.67
PIPE 6 55.83 18 2.01 1.95 3.97 342.67 343.53 1.91 0.06 343.59 0.093 342.75
PIPE 7 14.00 18 2.02 1.90 6.27 342.75 343.64 1.85 0.05 343.69 0.084 342.80
PIPE 8 18.00 18 1.58 2.70 5.53 342.95 343.50 2.70 0.11 343.61 0.278 343.00
Pipe Pipe Pipe Flow Avg.Capacity Invert HGL Velocity Velocity EGL Sf Invert
No. Length Size Rate Velocity Flowing Down Down Down Head Down Down Down Up
(ft) (in) (cfs) (ft/s) Full (cfs) (ft) (ft) (ft/s) (ft) (ft)(%) (ft)
PIPE A 75.06 30 14.71 2.99 38.16 332.50 337.00 3.00 0.14 337.14 0.129 333.15
PIPE BB 56.04 30 14.78 3.02 57.46 333.15 337.24 3.02 0.14 337.38 0.13 334.25
PIPE B 25.00 18 1.59 2.57 17.57 336.70 337.45 1.81 0.17 337.62 0 337.40
PIPE C 416.88 30 13.82 3.01 13.77 335.03 337.26 2.99 0.14 337.40 0.101 335.50
PIPE D 284.09 30 14.23 2.90 12.17 335.50 338.00 2.90 0.13 338.13 0.12 335.75
PIPE E 55.00 24 13.00 4.14 15.25 335.75 338.47 4.14 0.27 338.74 0.331 336.00
PIPE F 225.00 24 11.67 3.72 15.08 336.00 338.92 3.72 0.21 339.14 0.266 337.00
PIPE G 55.00 24 9.19 2.93 9.64 337.00 339.73 2.93 0.13 339.87 0.166 337.10
PIPE H 155.00 18 7.94 4.50 8.00 337.10 339.96 4.50 0.31 340.27 0.573 338.00
PIPE I 280.00 18 6.94 3.93 7.81 338.00 341.16 3.93 0.24 341.40 0.437 339.55
PIPE J 150.00 18 5.27 2.98 7.91 339.55 342.63 2.98 0.14 342.76 0.252 340.40
PIPE K 280.00 18 4.96 2.81 3.66 340.40 343.14 2.81 0.12 343.26 0.223 340.74
PIPE L 43.00 18 2.70 1.53 3.92 340.74 343.89 1.53 0.04 343.93 0.066 340.80
PIPE M 234.75 18 0.96 0.54 4.44 340.80 343.95 0.54 0.00 343.96 0.008 341.22
PIPE N 280.00 18 1.19 0.68 4.48 341.22 343.98 0.68 0.01 343.99 0.013 341.73
PIPE O 25.42 18 1.73 1.10 3.64 338.47 339.73 1.09 0.02 339.75 0.026 338.50
PIPE P 53.00 18 1.26 0.71 4.33 341.73 344.02 0.71 0.01 344.03 0.014 341.82
PIPE Q 15.00 18 1.28 0.72 4.70 341.82 344.04 0.72 0.01 344.05 0.015 341.85
PIPE R 25.00 18 2.32 1.31 3.64 340.80 343.95 1.31 0.03 343.98 0.049 340.83
PIPE S 23.24 18 2.88 1.63 3.77 340.74 343.89 1.63 0.04 343.93 0.075 340.77
PIPE T 46.41 18 0.80 0.45 3.73 340.40 343.14 0.45 0.00 343.14 0.006 340.46
PIPE U 15.00 18 2.13 1.21 3.83 339.75 342.63 1.21 0.02 342.65 0.041 339.77
PIPE V 47.57 18 1.77 1.00 3.44 338.95 341.16 1.00 0.02 341.18 0.028 339.00
PIPE W 16.20 18 2.00 1.16 3.84 338.55 339.96 1.16 0.02 339.98 0.031 338.57
PIPE X 15.42 18 2.05 1.31 3.83 338.48 339.73 1.30 0.03 339.76 0.037 338.50
PIPE Y 51.07 18 2.52 2.20 3.60 339.30 340.23 2.20 0.08 340.30 0.117 339.36
PIPE Z 25.00 18 2.23 2.62 4.70 339.35 340.08 2.62 0.11 340.18 0.2 339.40
PIPE AA 15.00 18 1.18 2.67 6.06 340.60 341.05 2.67 0.11 341.16 0.333 340.65
24-20000582
12/4/2024
TRACT 6880 - PHASE 1
HYDRAULIC CALCULATIONS (OUTPUT)
Pipe HGL Grnd/Rim Cover Velocity Velocity EGL Sf Sf Energy J-Loss Minor
No. Up Elev. Up Up Up Head Up Up Up Avg. Loss Coeff Loss
(ft)(ft)(ft)(ft/s)(ft)(ft)(%)(%)(ft)(ft)
PIPE 1 337.05 347.50 13.00 1.60 0.04 337.09 0.072 0.072 0.048 0.18 0.01
PIPE 2 337.06 347.78 13.69 1.18 0.02 337.08 0.039 0.039 0.005 1 0.02
PIPE 3 337.30 348.78 14.23 1.38 0.03 337.33 0.054 0.054 0.218 0.15 0
PIPE 4 337.61 348.12 10.77 1.65 0.04 337.66 0.077 0.077 0.31 1 0.04
PIPE 5 343.46 348.44 4.27 2.06 0.07 343.53 0.115 0.115 0.37 1 0.07
PIPE 6 343.58 347.59 3.34 1.99 0.06 343.64 0.104 0.099 0.055 1 0.06
PIPE 7 343.65 347.28 2.98 1.96 0.06 343.71 0.099 0.092 0.013 1 0.06
PIPE 8 343.55 347.50 3.00 2.69 0.11 343.66 0.276 0.277 0.05 1 0.11
Pipe HGL Grnd/Rim Cover Velocity Velocity EGL Sf Sf Energy J-Loss Minor
No. Up Elev. Up Up Up Head Up Up Up Avg. Loss Coeff Loss
(ft) (ft) (ft) (ft/s) (ft) (ft) (%) (%) (ft) (ft)
PIPE A 337.10 345.15 9.50 2.99 0.14 337.24 0.128 0.129 0.096 1 0.14
PIPE BB 337.31 344.25 7.50 3.02 0.14 337.45 0.13 0.13 0.073 1 0.14
PIPE B 337.87 j 346.15 7.25 3.33 0.17 338.05 0 0 0 1.00 z n/a
PIPE C 337.69 345.28 7.28 3.04 0.14 337.83 0.103 0.102 0.424 0.15 0.02
PIPE D 338.34 344.56 6.31 2.90 0.13 338.47 0.12 0.12 0.342 1 0.13
PIPE E 338.65 344.49 6.49 4.14 0.27 338.92 0.33 0.33 0.182 1 0.27
PIPE F 339.52 343.64 4.64 3.71 0.21 339.73 0.266 0.266 0.599 1 0.21
PIPE G 339.83 343.53 4.43 2.93 0.13 339.96 0.165 0.165 0.091 1 0.13
PIPE H 340.85 343.93 4.43 4.50 0.31 341.16 0.573 0.573 0.889 1 0.31
PIPE I 342.39 344.73 3.68 3.93 0.24 342.63 0.437 0.437 1.223 1 0.24
PIPE J 343.00 345.10 3.20 2.98 0.14 343.14 0.252 0.252 0.378 1 0.14
PIPE K 343.77 345.86 3.62 2.81 0.12 343.89 0.223 0.223 0.625 1 0.12
PIPE L 343.92 345.84 3.54 1.53 0.04 343.95 0.066 0.066 0.028 1 0.04
PIPE M 343.97 346.11 3.39 0.54 0.00 343.98 0.008 0.008 0.02 1 0
PIPE N 344.01 346.94 3.71 0.68 0.01 344.02 0.013 0.013 0.037 1 0.01
PIPE O 339.74 343.64 3.64 1.11 0.02 339.76 0.027 0.026 0.007 1 0.02
PIPE P 344.03 346.99 3.67 0.71 0.01 344.04 0.014 0.014 0.008 1 0.01
PIPE Q 344.04 346.38 3.03 0.72 0.01 344.05 0.015 0.015 0.002 1 0.01
PIPE R 343.97 345.37 3.04 1.31 0.03 343.99 0.049 0.049 0.012 1 0.03
PIPE S 343.91 345.36 3.09 1.63 0.04 343.95 0.075 0.075 0.017 1 0.04
PIPE T 343.14 344.97 3.01 0.45 0.00 343.15 0.006 0.006 0.003 1 0
PIPE U 342.63 344.28 3.01 1.21 0.02 342.65 0.041 0.041 0.006 1 0.02
PIPE V 341.18 343.53 3.03 1.00 0.02 341.19 0.028 0.028 0.013 1 0.02
PIPE W 339.96 343.08 3.01 1.17 0.02 339.98 0.031 0.031 0.005 1 0.02
PIPE X 339.74 343.01 3.01 1.31 0.03 339.77 0.038 0.037 0.006 1 0.03
PIPE Y 340.28 343.91 3.05 2.21 0.08 340.36 0.118 0.118 0.06 1 0.08
PIPE Z 340.13 343.91 3.01 2.63 0.11 340.23 0.201 0.2 0.05 1 0.11
PIPE AA 341.10 345.15 3.00 2.66 0.11 341.21 0.331 0.332 0.05 1 0.11
24-20000582
12/4/2024
PIPE ASUMPMH-1524-2000058212/4/2024
MH-15MH-15PIPE BB24-2000058212/4/2024
PIPE AAMH- CB-1224-2000058212/4/2024
PIPE BCB-13MH- 24-2000058212/4/2024
PIPE CPIPE DPIPE EMH-15MH-13MH-12MH-1124-2000058212/4/2024
PIPE FPIPE GMH-11MH-10MH-924-2000058212/4/2024
PIPE HMH-9MH-824-2000058212/4/2024
PIPE IMH-8MH-724-2000058212/4/2024
PIPE JMH-7MH-624-2000058212/4/2024
PIPE KMH-6MH-524-2000058212/4/2024
PIPE LPIPE MMH-5MH-4MH-324-2000058212/4/2024
PIPE NMH-2MH-324-2000058212/4/2024
PIPE OMH-10CB-924-2000058212/4/2024
PIPE PMH-2MH-124-2000058212/4/2024
PIPE QMH-1CB-124-2000058212/4/2024
PIPE RMH-4CB-224-2000058212/4/2024
PIPE SMH-5CB-324-2000058212/4/2024
PIPE TMH-6CB-424-2000058212/4/2024
PIPE UMH-7CB-524-2000058212/4/2024
PIPE VMH-8CB-624-2000058212/4/2024
PIPE XMH-10CB-824-2000058212/4/2024
PIPE YMH-11CB-1024-2000058212/4/2024
PIPE ZMH-12CB-1124-2000058212/4/2024
DRAINAGE EXHIBIT
24-20000582
12/4/2024
P
H
A
S
E
2
PHASE 3
PH
ASE
4
PHASE 4
PHASE 3
138 137 136 135 134 133 132 1
189
188 18
143142
141 140 139
102 101
64
62
20
21
19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2
1
10103
63
1615
1413112119876510432 1718
2019 21 22 23
252627282930
313233343536373839
40
41
42
434445 46
54
PHASE 3
EX PHASE 1
PHASE 4
PHASE 2
PHASE 2
EX PHASE 1
PHASE 4 NEW GEN ENGINEERING GROUPFUTURE
5
123468791011121415131617181920
21
22 2324
25
26
27
28
293031
32
33
3435
3637
38
3940
41
42
43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61
62636465666768697071727374757677
78
79
1
192021222324
25 26 27 28 29 30 31 32 33
42 41 38 37 36 35 34
43 44 45 46 47 48 49 50 51 52 53 54
64 63 62 61 60 59 58 57 56 556566
69 70 71 72 73 74 75 76 77 786768 80 81 82 83 84 85 86 87 88 90
91
929695949397
106101
98
117 114 113
107
125124
118
121 122 123 126
130132131135134133
139 140
136
141 142
146149148147152151150153
162
164
163
165167168
171
129
143
169
18
3
4
5
6
7
8
9
10
154155
156 157 158 159 160 161
17161514
13
12
11
2
40 39
79 89
99100
102 103 104 105 108 109
110111112115116119120
127 128
137138
144 145
170
166 FUTURE
FUTURE
1
3
2
4
5
199
6
7
24-20000582
12/4/2024