HomeMy WebLinkAboutPA2023-0040_20230214_Sewer Study dated 12-09-22Sewer Capacity Study
FOR
1401 Quail Street
Newport Beach, CA 92660
Prepared By:
Adams-Streeter Civil Engineers, Inc.
16755 Von Karman Avenue, Suite 150, Irvine CA 92606
(949) 474-2330
December 9, 2022
TABLE OF CONTENTS
I. Introduction
II. Existing and Developed Site Conditions
III. Existing and Proposed Sewer System Layout
IV. Design Criteria
IV.1. Sewer Design Criteria
IV.2. Maximum Allowed Flow
IV.3. Existing Flow Rates
IV.4. Proposed Flow Rates
V. Results and Conclusion
APPENDICES
A. Vicinity Map
B. Sewer Design Criteria
C. Existing Flow Calculations and Segment Capacity
D. City of Newport Beach SMP Exhibits
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I. INTRODUCTION:
The purpose of this study is to provide a site-specific sewer capacity study to assess the
amount of wastewater generated by the proposed development of the project site at
1401 Quail Street, Newport Beach, CA. This sewer study will assess if the city sewer
system capacity is sufficient when the project site is redeveloped from a commercial site
to a residential site and if the change in the sewer usage complies with the City of
Newport Beach’s design criteria indicated in the City’s Sewer Master Plan (SMP).
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II. EXISTING AND DEVELOPED SITE CONDITIONS:
Existing Conditions:
The proposed project site, approximately 1.71 acres, is located in the City of Newport
Beach, Orange County, California. The site is at the North-West corner of Quail Street
and Spruce Avenue and has an existing office building structure along with a surface
parking lot. The current land use is for a 1-story office complex. The site is relatively flat
and drains from south to north, and is identified as Assessor Parcel Number 427-332-
04. The zoning code is PC-11 and the site is enclosed by an existing parking lot to the
West, Spruce Street to the South-East, and Quail Street to the North-East. See Figure 1
in Appendix A for the project Vicinity Map Information.
Developed Conditions:
The proposed project is comprised of a 7-story podium apartment building with one
level of subterranean parking. Vehicular access to the building will be from the proposed
driveway entrance on Spruce Avenue.
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III. EXISTING AND PROPOSED SEWER LAYOUT:
Existing Sewer Layout
An existing sewer lateral off Spruce Street connects the private street to the existing 8”
VCP public sewer main. The public sewer main originates on Spruce Street at the
existing sewer laterals, with manhole ID MHM28_019, and drains in the northeast
direction to manhole MHM28_018 at Quail Street. The sewer main then increases to a
10” diameter VCP and continues to the southeast to MHM28_033, located at the
intersection of Quail Street and Dove Street. The sewer system maintains a 10”
diameter and continues to the north to manhole MHM28_003, located at the intersection
of Dove Street and Newport Place. The sewer main then increases to 15” diameter and
continues to the east to Macarthur Blvd. and then to the north to MHM28_051. The
sewer main then increases to an 18” diameter and continues for a short run to MHM27
to discharge in to the Orange County Sanitation District sewer main. For data analyzing
purposes, the study will separate this sewer path into 4 different segments. See Figure
1 below for a graphic representation of the existing sewer system.
Figure 1. Existing Sewer System at Project Site
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Proposed Sewer Layout
No change to the public sewer system is proposed as part of this project and the
existing 8” VCP sewer lateral servicing the site is proposed to be re-used for the
development. The only change proposed will be made for the land use of the project
site from a commercial use to a residential use. The project site is currently an office
complex with a surface-level parking lot. The proposed project will redevelop the site to
construct a 7-story 16-unit podium building, with 6 levels of residential apartment over 1
level of slab grade parking garage, and 1 level of sub-terranean parking. The change in
use for the site is anticipated to increase the rate of discharge to the system and are
further detailed and justified below.
IV. DESIGN CRITERIA:
IV.1. Sewer Design Criteria
Design criteria utilized in this report are based on the City of Newport Beach’s Sewer
Master Plan (SMP) prepared by AKM Consulting Engineers (August 2010) The focus of
this study is to calculate the generation rates for the existing and proposed development
based on land use generation rates in order to calculate the projected ratio of flow depth
versus pipe diameter (d/D).
d/D Requirements: Based on the City’s SMP, existing sewer pipes are considered
deficient if this ratio is greater than 0.6 at peak dry weather flows and 0.8 at peak wet
weather flows.
Manning’s Friction Factor: Per City’s SMP requirements, a Manning’s friction factor of
0.013 has been utilized on all flow calculations.
Flow Generation Rates: Since water use records were unavailable to the parcels in the
sewer system, a typical unit flow factor of 2500 gallons per day per acre (gpd/ac) is
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utilized for the project based on the commercial use and the maps provided in the City’s
SMP (See Appendix D).
Peaking Factor (Dry Weather): Per the City’s SMP, a peaking factor formal has been
applied to the calculated daily generation rates as follows:
PDWF (mgd) = 2.20 x ADWF (mgd)0.92
See Table 1 below for a brief summary of the key design factors utilized in the report
and Appendix B for a listing of the City’s required design criteria for sewer systems.
Table 1. Sewer Design Criteria
IV.2. Maximum Allowed Flow
The maximum allowed flow for each segment has been determined by identifying the
minimum diameter and slope of pipe within the segment, and calculating the flows for
the given pipe diameter and slope at a d/D ratio = 0.6. Pipe flows were calculated
utilizing the above noted design factors and the software, Hydraulic Toolbox, for each
critical pipe segment (See Appendix C). The results of the calculations are included in
the Table 2 below.
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Table 2. Maximum Allowed Flow Segment Capacity of the Existing Sewer System
Segment
Number MH Reach from MH Reach to
Pipe
Diameter D
(in)
Pipe
Diameter D
(ft)
Minimum
Slope in
Reach (%)
Depth
of Flow
@
d/D=0.6
(ft)
Maximum
Allowed
Flow @
d/D = 0.6
(CFS)
#1 MHM28_019 MHM28_018 8 0.67 1 0.4 0.82
#2 MHM28_018 MHM28_033 10 0.83 0.26 0.5 0.75
#3 MHM28_033 MHM28_003 10 0.83 0.4 0.5 0.93
#4 MHM28_003 MHM28_051 15 1.25 0.2 0.75 1.94
- MHM28_051 MHM27 18 1.5 0.2 0.9 3.16
IV.3. Existing Flow Rates
The formula for the Average Dry Weather Flows (ADWF) is a function of the total
tributary parcel acreage and the above noted generation rates. The formula is listed
below.
Q = A * 2500 gpd/ac
Where: Q = ADWF (gpd)
A = Tributary Area (Acres)
See figure 2 below for the assumed tributaries for each segment and refer to Appendix
C for a listing of all Area-Based Flow Calculations.
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Figure 2. Tributary Areas and Existing Wastewater Flows
Given the Q values for the segments noted in Figure 2, the Q is converted to million
gallon per day (mgd) which was subsequently used to calculate the peak dry weather
flow for each segment based on the Peaking Factor Formula provided in the City’s
SMP. The calculated peak dry weather flow was then converted to cubic feet per
second (cfs) and compared to the maximum allowed flow for the given segment (see
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Table 2 for reference of existing segment capacities). See Table 3 below for a summary
of the total peak flows compared to the maximum allowed flow of each segment.
Table 3. Existing Peak Flows and Maximum Allowed Flow
EXISTING PEAK DRY WEATHER FLOWS (PDWF) AND MAXIMUM ALLOWED FLOW
Segment
#1
Segment
#2
Segment
#3
Segment
#4
PDWF (mgd) 0.13 0.36 0.55 0.92
PDWF (cfs) 0.20 0.56 0.85 1.42
Maximum Allowed Flow
d/D = 0.6 (cfs) 0.82 0.75 0.93 1.94
Available Flow (cfs) 0.62 0.19 0.08 0.52
Capacity Compliance
IV.4. Proposed Flow Rates
The total area of the project site at 1401 Quail St, Newport Beach, CA is 1.71 acres.
Utilizing the typical unit flow factor of 2500 gpd/ac, the existing flow at the project
location is calculated as 4,275 gpd. According to the City’s SMP, the residential unit flow
factors range from 110 gpd/du to 240 gpd/du (see Appendix D for the City’s SMP Unit
Flow Factor Map). Based on review of similar parcels within the City, a generation rate
of 160 gpd/du has been selected for the subject parcel. Given the proposed 78 dwelling
units, the calculated daily flow for the proposed condition is 12,480 gpd. As a result, the
total increase in daily flow is calculated as the difference between the proposed flow
and the existing flow at the project site, being 8,205 gpd. Results of this calculation are
summarized below in Table 4:
Table 4. Total Daily Flow Increase at the Project Site
Existing Flow at Project
Site (GPD)
Proposed Flow at Project
Site (GPD) Total Increase in Flow (GPD)
4,275 12,480 8,205
Based on the above noted increase in daily sewer generation rates, the total system
peak flows were re-calculated with the additional 8,205 gpd added into each segment’s
calculations. The results of the proposed system flows are presented in Table 5 below.
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Table 5. Peak Flows (Existing + Development) and Maximum Allowed Flow
PROPOSED PEAK DRY WEATHER FLOWS (PDWF) AND MAXIMUM ALLOWED FLOW
Segment
#1
Segment
#2
Segment
#3
Segment
#4
PDWF (mgd) 0.15 0.38 0.57 0.94
PDWF (cfs) 0.23 0.59 0.88 1.45
Maximum Allowed Flow
d/D = 0.6 (cfs) 0.82 0.75 0.93 1.94
Available Flow 0.59 0.16 0.05 0.49
Capacity Compliance
V. RESULTS AND CONCLUSIONS:
Based on the above noted calculations, data, and the City’s SMP guidelines, the
proposed redevelopment of the subject site from commercial to residential will not result
in adverse impacts to the existing sewer system and adequate capacity exists within the
system to handle the increase in projected daily sewer generation rates.
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Appendix A: Vicinity Map
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Appendix B: Sewer Design Criteria
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Appendix C- Existing Flow Calculations
8 Inch VCP @ 1.0% Slope
Segment #1 - MHM28_019 to MHM28_018
10 Inch VCP @ 0.26% Slope
Segment #2 - MHM28_018 to MHM28_033
10 Inch VCP @ 0.40% Slope
Segment #3 - MHM28_033 to MHM28_003
15 Inch VCP @ 0.20% Slope
Segment #4 - MHM28_003 to MHM28_051
18 Inch VCP @ 0.20% Slope
MHM28_051 to MHM27
1400 Bristol St 2.38 A 1 5,950
1300 Brsitol St 1.97 A 1 30,880*
1401 Quail St 1.70 A 1 4,250
1301 Quail St 1.85 A 1 4,625
SEGMENT 1 SUMMARY 7.90 A -45,705
1400 Quail St 1.47 B 2 3,675
1451 Quail St 0.71 B 2 1,763
1451 Quail St 0.71 B 2 1,763
1500 Quail St 1.59 B 2 3,967
1500 Quail St 0.79 B 2 1,983
1501 Quail St 1.11 B 2 2,775
1501 Quail St 1.11 B 2 2,775
1701 Quail St 1.22 B 2 3,050
1811 Quail St 0.69 B 2 1,725
No Site Address 2.15 B 2 5,381
3880 Birch St 1.21 B 2 3,025
2 Upper Newport Plaza Dr 0.18 B 2 450
6 Upper Newport Plaza Dr 0.76 B 2 1,900
3 Upper Newport Plaza Dr 0.20 B 2 500
4 Upper Newport Plaza 0.54 B 2 1,350
6 Upper Newport Plaza Dr 0.76 B 2 1,900
6 Upper Newport Plaza Dr 0.76 B 2 1,900
7 Upper Newport Plaza Dr 0.31 B 2 775
6 Upper Newport Plaza Dr (Different)0.23 B 2 575
3620 Birch St 0.90 B 2 2,250
3610 Birch St 1.13 B 2 2,825
3600 Birch St 0.93 B 2 2,325
1550 Bristol St N 0.86 B 2 2,150
6 Upper Newport Plaza Dr 0.18 B 2 450
1 Upper Newport Plaza Dr 0.21 B 2 525
3636 Birch St 2.38 B 2 5,950
1800 Quail St 0.51 B 2 1,275
1900 Quail St 0.37 B 2 925
1300 Quail St 1.50 C 2 3,750
1301 Quail St 1.85 C 2 4625
1200 Quail St 1.00 C 2 2500
1100 Quail St 1.15 C 2 2,875
1101 Quail St 1.00 C 2 2,500
1000 Bristol St 3.91 C 2 9775
1000 Quail St 1.52 C 2 3800
AREA BASED SEWER GENERATION RATES (2,500 GPD/AC)
*Flow is increased to 30,880 gpd to reflect actual future condition per sewer study report prepared by
Tait & Associates, August 2021.
Address or Parcel # Area (acre) AREA NAME
Tributary to
Segment #Flow (GPD)
895 Dove St 1.98 C 2 4,938
901 Dove St 0.57 C 2 1,425
SEGMENT 2 SUMMARY 46.34 A+B+C -141,800
900 Bristol St 1.00 D 3 2500
3601 Jamboree Rd 2.87 D 3 7,175
895 Dove St 1.975 D 3 4,938
3901 McArthur Blvd 2.67 D 3 6,675
3901 McArthur Blvd 2.67 D 3 6,675
3901 McArthur Blvd 2.67 E 3 6,675
901 Dove St 0.57 E 3 1,425
901 Dove St 0.57 E 3 1,425
3991 McArthur Blvd 0.83 E 3 2,075
1001 Dove St 1.51 E 3 3,775
1101 Dove St 1.49 E 3 3,725
1000 Dove St 0.90 E 3 2,250
1151 Dove St 1.75 E 3 4,375
1201 Dove St 1.80 E 3 4,488
1201 Dove St 1.80 E 3 4,488
1200 Dove St 2.17 E 3 5,417
1200 Dove St 2.17 E 3 5,417
3991 McArthur Blvd 0.83 E 3 2,075
1050 Dove St 1.56 E 3 3,900
SEGMENT 3 SUMMARY 78.13 A+B+C+D+E - 221,273
1401 Dove St 1.92 F 4 4,800
1301 Dove St 6.46 F 4 16,150
4100 Newport Place Dr 1.25 F 4 3,117
4241 McArthur Blvd 0.72 F 4 1,800
4221 McArthur Blvd 1.10 F 4 2,750
1600 Dove St 0.83 F 4 2,075
4100 Newport Place Dr 1.25 F 4 3,117
1601 Dove St 1.00 F 4 2,494
1601 Dove St 1.00 F 4 2,494
1600 Dove St 0.83 F 4 2,075
1601 Dove St 1.00 F 4 2,494
1601 Dove St 1.00 F 4 2,494
No Site Address 2.15 F 4 5,381
4000 Westerly Pl 1.46 F 4 3,650
No Site Address 2.15 F 4 5,381
3990 Westerly Pl 1.46 F 4 3,650
1500 Quail St 1.59 F 4 3,967
1500 Quail St 0.79 F 4 1,983
1660 Dove St 014 0.86 F 4 2,138
No Site Address 2.15 F 4 5,381
4200 Birch St 0.60 F 4 1,500
4200 Birch St 0.60 F 4 1,500
1660 Dove St 014 0.86 F 4 2,138
4250 Birch St 0.70 F 4 1,750
4250 Birch St 0.70 F 4 1,750
1600 Dove St 0.83 F 4 2,075
4251 McArthur Blvd 1.08 F 4 2,700
4229 McArthur Blvd 1.45 F 4 3,625
1660 Dove St 1.94 F 4 4,850
1701 Corinthian Way 1.83 F 4 4,575
4301 McArthur Blvd 0.50 F 4 1,250
4301 McArthur Blvd 0.50 F 4 1,250
4341 McArthur Blvd 0.94 F 4 2,350
4343 McArthur BLvd 1.00 F 4 2,500
4545 McArthur Blvd 3.16 F 4 7,900
4545 McArthur Blvd 3.16 F 4 7,900
1375 Dove St 1.68 F 4 4,200
1660 Dove St St140 (D)0.20 F 4 500
3901 Westerly Pl 0.64 F 4 1,600
3919 Westerly Pl 0.37 F 4 925
3900 Birch St 0.97 F 4 2,425
4000 Birch St 0.52 F 4 1,300
4001 Westerly Pl 0.86 F 4 2,150
4020 Birch St 0.72 F 4 1,800
4029 Westerly Pl 0.52 F 4 1,300
4100 Birch St 0.38 F 4 950
4120 Birch St 0.58 F 4 1,450
4101 Westerly Pl 0.97 F 4 2,425
1901 Dove St 0.51 F 4 1,275
1801 Dove St 0.38 F 4 950
4100 Newport Place Dr 1.25 G 4 3,117
1200 Dove St 2.17 G 4 5,417
4141 McArthur Blvd 2.23 G 4 5,575
4101 McArthur Blvd 0.79 G 4 1,975
SEGMENT 4 SUMMARY 144.66 A+B+C+D+E+F+G - 387,611
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Appendix D – City of Newport Beach SMP Exhibits
CITY OF IRVINE
CITY OF LAGUNA BEACH
CITY OF COSTA MESA
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CITY OF HUNTINGTONBEACH
0 4,000 8,0002,000
Feet
PROJECT NO: 310735.10DATE: May 2009
CITY OF NEWPORT BEACH SEWER MASTER PLAN
Genaral Plan Land Use Figure 3-4
City Boundary
Service Area Boundary
Commercial
General Industrial
Mixed Use Horizontal
Mixed Use Vertical and Water Related
Open Space
Public Facilities
Private Institutions
Parks and Recreations
Multiple Unit Residential
Single Unit Residential Attached
Single Unit Residential Detached
Two Unit Residential
Tideland and Submerged Lands
Legend
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CITY OF HUNTINGTONBEACH
OCSDTreatmentPlant No. 2
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FORD R
D
PROJECT NO: 310735.10
DATE: May 2009
CITY OF NEWPORT BEACHSEWER MASTER PLAN
Unit Flow Factors Figure 4-3
0 1,500 3,000750Feet
Legend
Service Area
City of Newport Beach Gravity SewerCity of Newport Beach Force Main
City of Newport Beach Sewer Pump StationCosta Mesa Sanitary District Sewer
Irvine Ranch Water District Sewer
Orange County Sanitation District Sewer
110 gpd/du120 gpd/du
150 gpd/du160 gpd/du
200 gpd/du220 gpd/du
230 gpd/du240 gpd/du
Residential Unit Flow Factors
Commercial Loads
95% of water use2500 gpd/ac
Parks and Recreation
200 gpd/ac