HomeMy WebLinkAbout1.9-741524-20001334
2/5/2025
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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 ............................................................ 4
Hydrology Calculations ........................................................................... back of report
Hydraulic Calculations and Pipe Profiles ................................................. back of report
Drainage Exhibit ...................................................................... sleeve in 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 June 2024 which verified the curb capacity
& the catch basin sizes.
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. The runoff coefficients used are:
· 0.15 - Park
· 0.69 - R-1, 3600-4000 SF (COMPOSITE)
· 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 Basins #1 & #2 will collect runoff from a portion of the drill site & proposed residential lots
(Drainage Areas A & B) located on Calle Airosa halfway between of Camino Vistosa and Camino
Bendita. This collected runoff flows into a series of 18” lines (Pipes K-M) flows into MH-115 at the
T-intersection of Cantera Avenue and Camino Bendita. Drainage Areas C & D consists of the lots
along Calle Las Olas & Laguna Blanca Drive discharging into CB #3 & CB #4. The flows will be
conveyed through a couple of 18” lines (Pipes F & G) into MH-122. Drainage Area E will
discharge into a catch basin (CB #5) at the knuckle of Laguna Blanca Drive & Camino Bendita.
The flows from Areas C, D, & E in MH-122 connect to MH-123 via Pipe E (an 18” RCP) which ties
into MH-123. Catch Basin #6 will collect from Drainage Area F located at the T-intersection of
Calle Bendita and Calle Torino. MH-123 is the point of confluence for the discharge from
Drainage Areas C to F then flows westerly via a 24” line (Pipe D) into MH-125. Catch Basins #7 &
#8 (Drainage Areas G & H) will collect discharge on Camino Bendita adjacent to Calle Torino.
These catch basins connect to Pipe C (a 24” RCP) which ties into MH-127. This manhole is the
point of confluence for the discharge from Drainage Areas C to K. Drainage Areas I, J, & K will
discharge into three catch basins (CB #9, CB #10, & CB #11) located at the T-intersection of
Camino Bendita & Calle Senda Verde. This cumulative discharge will be conveyed through a 24”
line (Pipe B) along Camino Bendita to MH-115. Manhole #115 will collect runoff from cumulative
drainage from Tract 7415 then convey it southerly into Tract 7408 at existing MH-17.
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.
The rational method for the 10-year event was performed using Autodesk Storm and Sanitary
Analysis 2022. This program routes the flows and calculates the HGL for the system. The
program has the ability to calculate the time of concentrations, but it also allows you to enter your
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own time. The time of concentration was calculated separately and the flow entered into the
program. A spreadsheet similar to the curb capacity spreadsheet was used to determine the initial
time of concentrations in a 10-year event. The flows from the 10-year event were calculated and
routed. Starting HGL elevation for the analysis was at the downstream end of Pipe 22 at an
elevation of 339.16.
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. 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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SOIL MAP
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Hydrologic Soil Group—Kern County, California, Northwestern Part
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
6/17/2024
Page 1 of 439091103909190390927039093503909430390951039095903909670390975039091103909190390927039093503909430390951039095903909670304880304960305040305120305200305280305360
304880 304960 305040 305120 305200 305280
35° 18' 42'' N 119° 8' 46'' W35° 18' 42'' N119° 8' 27'' W35° 18' 21'' N
119° 8' 46'' W35° 18' 21'' N
119° 8' 27'' WN
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84
0 150 300 600 900
Feet
0 45 90 180 270
Meters
Map Scale: 1:3,180 if printed on A portrait (8.5" x 11") sheet.
Soil Map may not be valid at this scale.
24-20001334
2/5/2025
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Lines
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Points
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Kern County, California, Northwestern Part
Survey Area Data: Version 16, Aug 31, 2023
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Mar 12, 2022—Mar
22, 2022
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
Hydrologic Soil Group—Kern County, California, Northwestern Part
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
6/17/2024
Page 2 of 4
24-20001334
2/5/2025
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
174 Kimberlina fine sandy
loam, 0 to 2 percent
slopes MLRA 17
A 42.4 100.0%
Totals for Area of Interest 42.4 100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Hydrologic Soil Group—Kern County, California, Northwestern Part
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
6/17/2024
Page 3 of 4
24-20001334
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Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Hydrologic Soil Group—Kern County, California, Northwestern Part
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
6/17/2024
Page 4 of 4
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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 7415 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 COMPOSITE R-1, 3600-4000 SF 0.69
M.A.P. 6 in./yr. Values: 6, 10, 15, 20, 25, 30 R-3, R-4, M-H 0.8
Commercial 0.9
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
Lawn-landscape 7% slope 0.20 0.35
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 B 0.69 1.10 6.15 23.11 1000 2.93 0.29% 4.65 60 2.06 23.11 15 8.11 5.02
PIPE N 25 2.63 0.16 18
23.27
AREA A 0.69 1.35 2.20 17.71 279 0.73 0.26% 2.05 60 1.72 17.71 15 2.71 4.10
PIPE O 15 1.16 0.22 18
17.93
PIPE M 0.69 1.09 8.35 304 6.29 3.56 23.27 1.43 18
24.70
PIPE L 0.69 1.04 8.35 51 6.02 3.41 24.70 0.25 18
24.95
PIPE K 0.69 1.04 8.35 94 5.98 3.38 24.95 0.46 18
25.41
AREA C 0.69 1.08 4.57 23.52 935 2.32 0.25% 3.41 60 1.83 23.52 15 8.52 4.65
PIPE H 27 1.93 0.24 18
23.76
AREA D 0.69 1.21 3.57 20.16 556 1.39 0.25% 2.98 60 1.79 20.16 15 5.16 4.47
PIPE I 15 1.69 0.15 18
20.31
PIPE G 0.69 1.07 8.14 198 6.04 3.42 23.76 0.97 18
24.72
Tc CALCULATIONS
TRACT 7415
Hydrology_10_yr - REV.xls
McIntosh Associates
10800 Stockdale Hwy., Suite 103
Bakersfield, CA 93311 10 yr Calc
24-20001334
2/5/2025
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.
PIPE F 0.69 1.04 8.14 49 5.86 3.32 24.72 0.25 18
24.97
AREA E 0.69 1.50 1.30 15.12 18 0.20 1.08% 1.356 60 2.48 15.12 15 0.12 2.83
PIPE J 33 0.89 0.62 18
15.74
PIPE E 0.69 1.04 9.44 262 6.75 2.12 24.97 2.03 24
27.016
AREA F 0.69 1.15 3.79 21.75 793 2.36 0.30% 3.00 60 1.96 21.75 15 6.75 4.40
PIPE U 15 1.70 0.15 18
21.90
PIPE D 0.69 0.98 13.23 96 8.94 2.84 26.96 0.56 24
27.571
AREA G 0.15 1.38 1.95 17.14 259 2.08 0.80% 0.40 60 2.02 17.14 15 2.14 2.00
PIPE T 26 0.23 1.88 18
19.02
AREA H 0.69 1.15 3.64 21.72 787 2.36 0.30% 2.88 60 1.95 21.72 15 6.72 4.35
PIPE S 15 1.63 0.16 18
21.88
PIPE C 0.63 0.97 18.82 307 11.51 3.66 27.57 1.40 24
28.96
AAREA I 0.69 1.12 3.75 22.40 794 1.87 0.24% 2.90 60 1.79 22.40 15 7.40 4.44
PIPE R 25 1.64 0.26 18
22.66
AREA J 0.69 1.20 2.30 20.52 625 1.98 0.32% 1.90 60 1.89 20.52 15 5.52 3.96
PIPE Q 15 1.07 0.24 18
20.76
PIPE P 0.69 1.11 6.05 43 4.64 2.63 22.66 0.27 18
22.93
AREA K 0.15 1.38 1.22 17.19 259 2.08 0.80% 0.25 60 1.97 17.19 15 2.19 1.62
PIPE V 26 0.14 3.02 18
20.21
PIPE B 0.62 0.93 26.10 120 15.16 4.82 28.89 0.41 24
29.38
Hydrology_10_yr - REV.xls
McIntosh Associates
10800 Stockdale Hwy., Suite 103
Bakersfield, CA 93311 10 yr Calc
27.01
28.96
24-20001334
2/5/2025
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.
PIPE A 0.64 0.92 34.45 201 20.31 4.14 29.38 0.81 30
30.19
PIPE 25 0.64 0.90 34.45 50 19.91 4.06 30.19 0.21 30
30.39
AREA 1 0.15 1.80 0.83 10.00 97 1.26 1.30% 0.22 60 1.97 10.00 0 0.82 1.43
PIPE 26 25 0.13 3.34 18
13.34
AREA 2 0.78 1.40 4.05 16.85 400 3.60 0.90% 4.40 60 3.61 16.85 15 1.85 4.47
PIPE 33 25 2.49 0.17 18
17.02
AREA 3 0.81 1.46 1.45 15.85 134 1.98 1.47% 1.71 60 2.65 15.85 15 0.85 3.04
PIPE 2 15 0.97 0.27 18
16.12
PIPE 32 0.78 1.39 5.50 43 6.00 3.40 17.02 0.21 18
17.23
PIPE 22 0.65 0.90 40.78 134 23.79 0.35 30.39 6.43 30
36.82
Hydrology_10_yr - REV.xls
McIntosh Associates
10800 Stockdale Hwy., Suite 103
Bakersfield, CA 93311 10 yr Calc
24-20001334
2/5/2025
DBASIN EXHIBIT
HYDRAULIC CALCULATIONS AND
PIPE PROFILES
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TRACT 7408
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 Up
(ft)(in)(cfs)(ft/s)Full (cfs)(ft)(ft)(ft/s)Dn (ft)(ft)(%)(ft)
PIPE 2 15.42 18 1.71 0.97 4.63 337.95 340.29 0.97 0.01 340.31 0.027 337.98
PIPE 22 134.00 30 23.79 4.85 41.92 334.85 339.02 4.85 0.37 339.38 0.337 336.25
PIPE 25 50.00 30 19.91 4.06 38.91 336.25 339.98 4.06 0.26 340.23 0.236 336.70
PIPE 26 25.42 18 0.22 0.12 3.61 338.22 339.98 0.12 0.00 339.98 0 338.25
PIPE 32 42.75 18 6.00 3.40 4.54 337.87 339.98 3.40 0.18 340.15 0.327 337.95
PIPE 33 25.42 18 4.40 2.49 3.61 337.95 340.29 2.49 0.10 340.39 0.176 337.98
PIPE A 201.44 30 20.31 5.22 38.77 336.70 339.68 4.14 0.27 339.94 0.245 338.50
PIPE B 119.65 24 15.16 4.83 13.08 338.50 340.68 4.83 0.36 341.04 0.449 338.90
PIPE C 307.25 24 11.51 3.66 12.90 338.90 341.58 3.66 0.21 341.79 0.259 339.90
PIPE D 95.50 24 8.94 2.85 13.69 339.90 342.58 2.85 0.13 342.71 0.156 340.25
PIPE E 262.30 24 6.75 2.15 10.07 340.25 342.86 2.15 0.07 342.93 0.089 340.77
PIPE F 49.42 18 5.86 3.32 3.95 340.77 343.16 3.32 0.17 343.33 0.312 340.84
PIPE G 198.23 18 6.04 3.42 5.53 340.84 343.45 3.42 0.18 343.63 0.332 341.39
PIPE H 27.42 18 3.41 1.93 5.31 341.39 344.29 1.93 0.06 344.34 0.105 341.46
PIPE I 15.42 18 2.98 1.70 7.07 341.39 344.29 1.70 0.04 344.33 0.082 341.46
PIPE J 32.97 18 1.35 0.76 10.35 340.77 343.16 0.76 0.01 343.17 0.017 341.09
PIPE K 93.99 18 5.98 3.40 4.72 339.50 341.00 3.40 0.18 341.18 0.327 339.69
PIPE L 51.42 18 6.02 3.41 4.63 339.69 341.44 3.41 0.18 341.62 0.329 339.79
PIPE M 304.40 18 6.29 3.57 4.70 339.79 341.75 3.57 0.20 341.94 0.36 340.40
PIPE N 25.42 18 4.65 2.63 10.62 340.40 343.04 2.63 0.11 343.15 0.196 340.66
PIPE O 15.42 18 2.05 1.16 13.64 340.40 343.04 1.16 0.02 343.06 0.038 340.66
PIPE P 42.75 18 4.64 3.62 13.34 340.00 341.58 2.63 0.11 341.69 0.195 340.69
PIPE Q 15.42 18 1.90 1.31 5.35 340.69 341.85 1.29 0.03 341.88 0.037 340.73
PIPE R 25.42 18 2.90 1.99 4.17 340.69 341.85 1.97 0.06 341.91 0.085 340.73
PIPE S 15.42 18 2.88 1.63 15.59 340.40 342.58 1.63 0.04 342.62 0.075 340.74
PIPE T 28.99 18 0.40 0.23 8.94 340.40 342.58 0.23 0.00 342.58 0.001 340.61
PIPE U 15.39 18 3.00 1.70 10.37 340.61 342.86 1.70 0.04 342.90 0.082 340.76
PIPE V 25.90 18 0.25 0.14 9.23 340.00 341.58 0.14 0.00 341.58 0.001 340.20
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 2 340.30 342.46 2.98 0.97 0.01 340.31 0.027 0.027 0.004 1 0.01 1.66
PIPE 22 339.47 343.27 4.52 4.85 0.37 339.83 0.337 0.337 0.451 0.15 0.05 3.30
PIPE 25 340.09 343.50 4.30 4.06 0.26 340.35 0.236 0.236 0.118 0.15 0.04 2.91
PIPE 26 339.98 342.65 2.90 0.12 0.00 339.98 0 0 0 1 0 2.17
PIPE 32 340.11 343.06 3.61 3.40 0.18 340.29 0.326 0.327 0.14 1 0.18 2.45
PIPE 33 340.34 342.46 2.98 2.49 0.10 340.44 0.176 0.176 0.045 1 0.1 1.62
PIPE A 340.06 346.74 5.74 6.31 0.62 340.68 0.483 0.364 0.734 1 0.62 6.18
PIPE B 341.22 346.26 5.36 4.83 0.36 341.58 0.449 0.449 0.538 1 0.36 4.54
PIPE C 342.37 346.06 4.16 3.66 0.21 342.58 0.259 0.259 0.796 1 0.21 3.19
PIPE D 342.73 346.08 3.83 2.85 0.13 342.86 0.156 0.156 0.149 1 0.13 2.85
PIPE E 343.09 346.94 4.17 2.15 0.07 343.16 0.089 0.089 0.234 1 0.07 3.35
PIPE F 343.32 347.14 4.80 3.32 0.17 343.49 0.311 0.311 0.154 0.75 0.13 3.32
PIPE G 344.10 346.49 3.60 3.42 0.18 344.29 0.332 0.332 0.658 1 0.18 1.89
PIPE H 344.31 346.60 3.64 1.93 0.06 344.37 0.105 0.105 0.029 1 0.06 1.79
PIPE I 344.30 346.07 3.11 1.70 0.04 344.34 0.082 0.082 0.013 1 0.04 1.27
PIPE J 343.17 346.01 3.42 0.76 0.01 343.18 0.017 0.017 0.005 1 0.01 2.34
PIPE K 341.31 346.74 5.55 3.40 0.18 341.49 0.326 0.327 0.307 0.75 0.13 4.93
PIPE L 341.61 346.82 5.53 3.41 0.18 341.79 0.329 0.329 0.169 0.75 0.14 4.71
PIPE M 342.84 345.99 4.09 3.57 0.20 343.04 0.36 0.36 1.096 1 0.2 2.65
PIPE N 343.09 345.56 3.40 2.63 0.11 343.20 0.196 0.196 0.05 1 0.11 1.97
PIPE O 343.05 345.56 3.40 1.16 0.02 343.07 0.038 0.038 0.006 1 0.02 2.01
PIPE P 341.52 j 345.68 3.49 4.62 0.33 341.85 0.558 0.376 0.161 1 n/a ######
PIPE Q 341.86 345.38 3.15 1.33 0.03 341.88 0.039 0.038 0.006 1 0.03 3.02
PIPE R 341.87 345.38 3.15 2.01 0.06 341.94 0.088 0.087 0.022 1 0.06 3.01
PIPE S 342.59 345.63 3.39 1.63 0.04 342.64 0.075 0.075 0.012 1 0.04 2.54
PIPE T 342.58 345.51 3.40 0.23 0.00 342.58 0.001 0.001 0 1 0 2.43
PIPE U 342.87 345.66 3.40 1.70 0.04 342.92 0.082 0.082 0.013 1 0.04 2.29
PIPE V 341.58 345.51 3.81 0.15 0.00 341.58 0 0.001 0 1 0 3.43
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PIPE 25PIPE 22PIPE 21PIPE AMH-15MH-16MH-17JOIN EX STUBMH-11524-200013342/5/2025
PIPE BPIPE CPIPE DPIPE EMH-115MH-127MH-125MH-123MH-12224-200013342/5/2025
PIPE FMH-122MH-12124-200013342/5/2025
PIPE GMH-121MH-12024-200013342/5/2025
PIPE HMH-120CB-324-200013342/5/2025
PIPE IMH-120CB-424-200013342/5/2025
PIPE JMH-122CB-524-200013342/5/2025
PIPE KMH-115MH-11424-200013342/5/2025
PIPE LMH-114MH-11324-200013342/5/2025
PIPE MMH-113MH-11224-200013342/5/2025
PIPE NMH-112CB-224-200013342/5/2025
PIPE OMH-112CB-124-200013342/5/2025
PIPE PMH-127MH-12824-200013342/5/2025
PIPE QMH-1287CB-10824-200013342/5/2025
PIPE RMH-128CB-924-200013342/5/2025
PIPE SMH-125CB-824-200013342/5/2025
PIPE TMH-125CB-724-200013342/5/2025
PIPE UMH-123CB-624-200013342/5/2025
PIPE VMH-1273CB-1124-200013342/5/2025
DRAINAGE EXHIBIT
24-20001334
2/5/2025
N E W G E N E N G I N E E R I N G G R O U PDRILL SITE24-200013342/5/2025