N:\4100\2194158 - 840 The City Drive South Apartments Project, Orange\VMT Screening Memorandum\4158 - 840 The City Drive South Apartments Project VMT Screening Memorandum, 12-11-20.docx Attachment A presents the output from the City of Orange VMT Traffic Study Screening Tool provided by City staff. As shown, the proposed Project can be screened from further VMT analysis. Specifically, for the VMT screening analysis, the Project Screening – Step 2: Low VMT Area Screening was applied to the proposed Project. As further shown in Attachment A, the proposed Project also falls well below the existing VMT per service population (i.e. 21.6 project VMT per service population versus 31.5 existing VMT per service population). Therefore based on the aforementioned criteria, this project can be screened from further VMT analysis and the project can be presumed a less than significant impact on VMT, per the City’s guidelines.
* * * * * * * * * * *
We appreciate the opportunity to provide this Technical Memorandum. Should you have any questions regarding the memorandum, please contact us at (949) 825-6175.
TPH
TPH
TH TH
TH TH COURTYARD B COURTYARD A PASEO MULTIFAMILY LOBBY,LEASING, LOUNGE 5,602 SF POOL LOUNGE MAIL CENTER POOL BIC 1,135 SF S21X29.5 619 SF BIC 1,135 SF BIC 1,135 SF S O U T H P A R K I N G S T R U C T U R E 55 NEW SPACES ON UPPER DECK 37 TOTAL SPACES ADDED UPPER DECK 19,809 SF. GROSS TPH A27X29.5 BAY 845 SF A27X29.5 BAY 845 SF A27X29.5 BAY 845 SF A27X29.5 BAY 845 SF A27X29.5 797 SF A27X29.5 797 SF S21X29.5 BAY 667 SF S21X29.5 BAY 667 SF S21X29.5 619 SF A27X29.5 797 SF A24X29.5 708 SF A24X29.5 708 SF A24X29.5 708 SF A24X29.5 708 SF S18X29.5 531 SF S18X29.5 531 SF B-OC BAY 1,537 SF B36X29.5 BAY 1,110 SF B36X29.5 1,062 SF B36X29.5 1,062 SF S18X29.5 531 SF B-OC 1,489 SF MULTIFAMILY BUILDING 32,063 SF. GROSS FPFP FP 25'-0" 9'-0" 18'-0" 18'-0" 9,169 SQ. FT. 3,500 SQ. FT. RETAIL FITNESS LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2-19-4158-1 840 The City Drive South Apartments, Orange
N:\4100\2194158 - 840 The City Drive South Apartments Project, Orange\VMT Screening Memorandum\4158 - Attachment A.doc
ATTACHMENT A
VMT TRAFFIC STUDY SCREENING TOOL OUTPUT
Project Information Project Trips and VMT Information
Project Name Opening Year
2022 VMT Methodology Origin Destination (OD)
Parcel Number ( OCTAM TAZ#499 )
Daily Trips: 1845 Average Trip Length: 6.9 Service Population: 592 Screening Criteria for Orange
Is the project location in a Transit Priority Area? No Project VMT Thresholds Comparison Is the project location in a low VMT generating zone? Yes OPR Guidance (15% Below Existing) Is the Project one of these land use types? No GHG Reduction Targets (14.3% Below Existing) (show land use types) Below Existing
Does the project generate fewer than 110 daily trips? No Better than General Plan Buildout (enter project land use in the section below)
The Project can be considered for screening from additional analysis.
Please refer to the ‘secondary screening checks’ table in the User Guide.
Project Land Use Information Unit
Residential : Single Family Homes 0 Dwelling Units
Residential : MultiFamily Homes 226 Dwelling Units Existing VMT per service population Project VMT per service population Chart Min 31.5 21.6 15.0 Office 0.000 1,000 Square Feet VMT per service population Checkboxes Retail 9.000 1,000 Square Feet FALSE OPR Guidance 26.8 26.8 26.8 26.8 FALSE GHG Reduction Targets (14.3% Below Existing) 27 27 27 27 Industrial 0.000 1,000 Square Feet FALSE Below Existing 31.5 31.5 31.5 31.5 TRUE Maximum Achievable Reduction 30.9 30.9 30.9 30.9 Private School 0 Students
University 0 Students
Entertainment 0.000 1,000 Square Feet
Hotel 0 Rooms
231-261-13
840 S The City Drive Residential
31.5 21.6
15 16
17 18
19 20
21 22
23 24
25 26
27 28
29 30
31 32
33 Existing VMT per service population Project VMT per service population North Orange County Collaborative VMT Traffic Study Screening Tool VMT per service population 21.6
30.9 15
20 25
30 VMT Comparison
GPB
NOCC+
THIS PAGE INTENTIONALLY LEFT BLANK
Appendix L:
Sewer Capacity Analysis
THIS PAGE INTENTIONALLY LEFT BLANK
STREET LIGHTS RESIDENTIAL ORANGE APARTMENTS
840 City Drive South, Orange, CA
Sewer Capacity Analysis Memorandum
Date: February 12, 2021
Attention to: Medel Llanes, P.E, City of Orange Public Works Department From: Shelby Shirlock, P.E & Jason Castro
Re: 840 City Drive South Mixed-Use Residential Development Sewer Capacity Project Study Description
The Street Lights Residential Apartment project proposes a mixed-use apartment structure with 226 residential units with underground garage structure, and 2 separate parking structures in the city of Orange, California. The project is bounded by Garden Grove Boulevard to the south, City Drive South to the east and existing onsite office and hotel structures to the west and north respectively. There is an existing restaurant strip that will be removed and replaced by the proposed mixed-use apartment project.
There is an existing 8-inch onsite sewer that the apartment project is proposing to connect. This onsite sewer connects to an existing 8-inch public sewer along Garden Grove Boulevard to the south that flows westerly.
Based on the sewer exhibit provided from the City of Orange Master Plan (2012), it appears that the existing flows from the 3 offices, hotel and restaurant strip onsite, as well as the apartment complex south of Garden Grove are not being tabled. With that in mind, this analysis has considered to include those existing sewage generations in the estimate.
This sewer capacity analysis memo demonstrates the impacts of the proposed apartment development to the existing onsite and offsite sewer infrastructures, by the calculations and conclusion shown on the succeeding pages of this memo.
Confidential Page 2 2/12/2021
1. Existing Sewage Generation Tributary to MH 7277
(See Building Summary & Sewage Generation Factors)
* - Per City of Orange Ultimate System Flows (Chapter 5) ** - Per OCSD Buildout Land Uses Flow Projections (Appendix H/Table 3-6) Onsite
Existing Offices (3) = 8.4 Ac x 5,429 gpd/Ac ** = 45,604 gpd Existing Hotel = 3.0 Ac x 7,516 gpd/Ac** = 22,548 gpd
Ex Restaurant Strip (to be removed) = 1.1 Ac x 2,262 gpd/Ac** = 2,488 gpd Total = 70,640 gpd
or 0.0706 mgd
Offsite
Vista del Rio Apartments (offsite) = 41 DU x 109 gpd/DU* = 4,469 gpd or 0.0045 mgd
Existing Sewage Generation Tributary to MH 7277 0.0751 mgd
2. Proposed Sewage Generation Tributary to MH 7277
(See Building Summary & Sewage Generation Factors)
Onsite
Existing Offices (3) = 8.4 Ac x 5,429 gpd/Ac** = 45,604 gpd Existing Hotel = 3.0 Ac x 7,516 gpd/Ac** = 22,548 gpd
SLR Orange Apartments = 226 DU x 109 gpd/DU* = 24,634 gpd Total = 92,786 gpd
or 0.0928 mgd
Offsite
Vista del Rio Apartments (offsite) = 41 DU x 109 gpd/DU* = 4,469 gpd or 0.0045 mgd
Proposed Sewage Generation Tributary to MH 7277 0.0973 mgd
3. 840 City Drive South - Onsite Sewer Capacity Study
8” Sewer @ S=0.0040
Existing Flow = 0.0706 mgd or 0.109 cfs
Existing (8”) d/D = 0.18/0.67 = 0.269
Proposed Project Flow = 0.0928 mgd or 0.144 cfs
Proposed (8”) d/D = 0.21/0.67 = 0.313
Confidential Page 3 2/12/2021
4. Offsite Sewer Capacity Study
MH 7277 to MH 7272
8” Sewer segment @ S=0.0040
Existing Flow = 0.0751 or 0.116 cfs
Existing (8”) d/D = 0.19/0.67 = 0.284
Proposed Project Flow = 0.0973 mgd or 0.151 cfs
Proposed (8”) d/D = 0.22/0.67 = 0.328
Design d/D = 0.3897
MH 7272 to MH 7268
8” Sewer segment @ S=0.0040
Existing Flow = 0.0825 or 0.128 cfs
Existing (8”) d/D = 0.20/0.67 = 0.299
Proposed Project Flow = 0.1047 mgd or 0.162 cfs
Proposed (8”) d/D = 0.22/0.67 = 0.328
Design d/D = 0.3792
Conclusion
From the calculations, it shows that the existing 8-inch onsite sewer segment that the SLR apartment project will be connecting will convey a d/D of 0.313. This will be less than the 8-inch public sewer design at segment MH 7277 to MH 7272 (d/D = 0.3897). The proposed flows into the 8-inch public sewer segments from MH 7277 to MH 7268 will be less than the intended design flows per the Sewer Master plan.
It is our conclusion that the existing sewer infrastructures will be able to accommodate the proposed project sewage generation.
2/4/2021 _ags_e2d7c101877c47be8705e2781a191fab.png (1632×1056) https://gismaps.cityoforange.org/secureserver/rest/directories/arcgisoutput/CustomPrint_GPServer/_ags_e2d7c101877c47be8705e2781a191fab.png 1/1 Add 0.0751Ex = 0.0751d/D=0.2835
Vista del Rio
Ex = 0.0045mgd
d/D=0.0597 Add 0.0751 Ex = 0.0825 d/D=0.3433
Ex 840 City
Drive 8" SS
Ex = 0.0706mgd
d/D=0.2687 ESTIMATED EXISTING FLOWS
2/4/2021 _ags_e2d7c101877c47be8705e2781a191fab.png (1632×1056) https://gismaps.cityoforange.org/secureserver/rest/directories/arcgisoutput/CustomPrint_GPServer/_ags_e2d7c101877c47be8705e2781a191fab.png 1/1 Add 0.0973Prop = 0.0973d/D=0.328
Vista del Rio
Ex = 0.0045mgd
d/D=0.0597 Add 0.0973 Prop= 0.1047 d/D=0.328
840 City Drive
8" SS
Prop =
0.0928mgd
d/D=0.3134 ESTIMATED PROPOSED FLOWS
N PROJECT INFORMATION: · SCOPE OF WORK: RESIDENTIAL APARTMENT COMPLEX WITH 226 RESIDENTIAL UNITS IN A 5-STORY BUILDING OVER PARKING GARAGE · ZONING: UMU - URBAN MIXED USE · USE PERMIT: · PARCEL SIZE: 83,925 SF 1.92 ACRES · DENSITY: 117 UNITS PER ACRE · LOT AREA PER UNIT: 371 SF PER UNIT · AREA: RESIDENTIAL: 244,447 SF GARAGE: 109,357 SF · LOT COVERAGE: 79.97% · FAR 2.91 · BUILDING HEIGHT: 75 FEET · # OF STORIES: 7 (5 IN WOOD) · CONSTRUCTION TYPE: RESIDENTIAL: R-2 GARAGE: S-2 · SPRINKLER: RESIDENTIAL: SM GARAGE: NFPA 13 · MOTORCYCLE PARK: 933 SF. / 23 SPACES · CAR PARK: 319 SPACES APPLICANT INFORMATION: COMPANY: STREETLIGHTS RESIDENTIAL AUTHORIZED AGENT: MICHAEL YANICELLI EMAIL: [email protected] PHONE NUMBER: 214.922.1182 BUILDING CODE: · 2019 CALIFORNIA ENERGY CODE WITH AMENDMENTS · 2019 CALIFORNIA RESIDENTIAL CODE WITH AMENDMENTS · 2019 CALIFORNIA BUILDING CODE WITH AMENDMENTS · 2019 CALIFORNIA MECHANICAL CODE WITH AMENDMENTS · 2019 CALIFORNIA ELECTRICAL CODE WITH AMENDMENTS · 2019 CALIFORNIA PLUMBINNG CODE WITH AMENDMENTS · FUEL GAS: REFER TO CA BLDG CODE 2019 CALIFORNIA BUILDING CODE WITH AMENDMENTS · SWIMMING POOL: REFER TO CA BLDG CODE 2019 CALIFORNIA BUILDING CODE CHAPTER 14.03 · 2019 CALIFORNIA FIRE CODE WITH AMENDMENTS GENERAL NOTES: · ALL PARKING SPACES ARE STANDARD. · STANDARD PARKING SPACE: 9' x 18' · STANDARD BALCONY DIMENSIONS: 5' x 12' · BIC BALCONY DIMENSIONS: 7' x 19' OPEN SPACE: COMMON OPEN SPACE TOTAL 23,088 SF PRIVATE OPEN SPACE TOTAL 7,692 SF (25% PRIVATE BALCONY) 1 NOT TO SCALE VICINITY MAP GARDEN GROVE BLVD. S. LEWIS ST. BUILDING SITE GARDEN GROVE FWY THE CITY DR. S SANTA ANA RIVER TRAIL S. PARK VINE ST. COPYRIGHT 2020 STREETLIGHTS CREATIVE STUDIO, LLC 2300 N. FIELD STREET | SUITE 800 DALLAS, TEXAS 75201 | TEL. 214-922-1182 [email protected] DESIGN CONSULTANT AUTHORIZATION PROJECT TITLE DRAWING ISSUES AND REVISIONS DRAWING NUMBER AND TITLE No. Date Description 840 THE CITY
ORANGE, CALIFORNIA 11/17/2020 ENTITLEMENT PACKAGE DRAWING NUMBER AND TITLE A1.001 COVER SHEET TOTAL OPEN SPACE PROVIDED: 30,780 SF
RESIDENT
BICYCLE
STORAGE
PET
GROOMING 95 GAL.
3 CUBIC
YARD
3 CUBIC
YARD
95 GAL.
3 CUBIC
YARD
3 CUBIC
YARD
FD
HOSE BIB
TUGGER
3 CUBIC
YARD
3 CUBIC
YARD
COMP
T
S
T
T
T
POSTAL
SERVICE
RESERVED
SPACE
FIRE
DEPARTMENT
CONNECTION
2,500 GAL.
RETAIL
GREASE
TRAP
S O U T H P A R K I N G S T R U C T U R E ABOVE
NORTH P A R K I N G S T R U C T U R E
ENTRANCE
EXIT
CALL BOX
GATE GATE
LOW CLEARANCE
BELOW RAMP
LOW CLEARANCE
BELOW RAMP 18 EXISTING SPACES REMOVED
31 EXISTING SPACES REMOVED
THE CITY DRIVE
PROP PARKING STRUCTURE
EX OFFICE BUILDING
(FF=121.6')
PROP PARKING STRUCTURE
PROP MIXED USE BUILDING
EX OFFICE
BUILDING
EX OFFICE BUILDING
(FF=121.6')
EX
PARKING
STRUCTURE
EX OFFICE
BUILDING
EX HOTEL
(FF=121.8')
W PARK CENTRAL AVE
GARDEN GROVE BLVD
COPYRIGHT 2020
STREETLIGHTS CREATIVE STUDIO, LLC
2300 N. FIELD STREET | SUITE 800
DALLAS, TEXAS 75201 | TEL. 214-922-1182
[email protected]
DESIGN CONSULTANT
AUTHORIZATION
PROJECT TITLE
DRAWING ISSUES AND REVISIONS
Key Plan
No. Date Description 840 THE CITY ORANGE, CALIFORNIA
01/13/2020ENTITLEMENT PACKAGE
E N G I N E E R I N G
16795 Von Karman, Suite 100
Irvine, California 92606
tel 949.474.1960 fax 949.474.5315
www.fuscoe.com
f u l l c i r c l e t h i n k i n g
C-3.0
CONCEPTUAL UTILITIES
LEGEND
ABBREVIATIONS
840 City Drive
Existing Sewage Generation estimate
3 offices, 1 hotel and 1 restaurant strip
(see design memo calcs)
=70,640 gpd or 0.0706 mgd
Proposed SLR Orange Apartments
sewage generation
(see design memo calcs)
=24,634 gpd or 0.0245 mgd
840 City Drive
(see design memo calcs)
Proposed sewage generation estimate
=92,786 gpd or 0.0928 mgd
MH 7272 MH 7268
MH 7277
Vista del Rio
(see calcs)
4,469 gpd
or 0.0045mgd
MH 9316 MH 9317 MH 7277
Vista del Rio
(see calcs)
4,469 gpd
or 0.0045mgd
CHAPTER 5
ULTIMATE SYSTEM ANALYSIS
5-1
SEWER COLLECTION SYSTEM MASTER PLAN UPDATE
5.0 ULTIMATE SYSTEM ANALYSIS
5.1 Ultimate System Flows
The ultimate system analysis is based on the ultimate build out conditions of the City as identified in the City’s 2010 General Plan. The ultimate system flows are based on projected land use changes and the projected population estimates for the entire Study Area, which are estimated to be 19.9 MGD, about a 22% increase from the existing overall flows. For the ultimate flow conditions, it is assumed that the collection system as whole will continue to flow at a rate of 109 gpd per person. Using this flow rate per person and projected population within each land use, the existing residential land use unit flow factors from Table 2-3 were increased accordingly to account for the population increase and densification with each land use. These new unit flow factors were then multiplied by the acreage for each land use at build out conditions for system flow loading allocations.
5.1.1 General Plan Focus Areas
As discussed in Chapter 1, the eight Focus Areas as described in the 2010 General Plan are anticipated to be the only areas within the City where substantial land use changes are expected, including increased residential areas with increased densities. The majority of the City’s projected population increase (within the current City limits) is anticipated to be within these eight Focus Areas.
The following table, Table 5-1, shows the increased residential area with the ultimate flow estimates and percent increase in flows from existing conditions for the areas within each of these Focus Areas.
Table 5-1 General Plan Focus Areas
Focus Area
Existing Ultimate
Percent
Increase in
Flows
Total
Residential
Acres
Total Flows
(MGD)
Total
Residential
Acres
Total Flows
(MGD)
1-Chapman Avenue/Tustin Street 50 0.31 54 0.38 22%
2-Katella Avenue Corridor 25 0.50 135 1.02 106%
3-South Main Street Corridor 9 0.46 79 0.64 41%
4-West Chapman Avenue/Uptown Orange 49 1.09 286 1.46 35% 5-Old Towne and Sante Fe Depot 368 0.73 410 1.21 66%
6-Industrial Areas 9 1.41 10 1.65 18%
7-Lemon Street Corridor 2 0.03 7 0.06 70%
8-Eckhoff Street/Orangewood Avenue - 0.19 - 0.26 38%
Total 511 4.71 983 6.70 42%
5.1.2 System Expansion Areas
The ultimate conditions analysis also includes a few low density residential areas within the City limits that are not currently connected to the sewer collection system. These areas are assumed to ultimately be served by the sewer collection system. These areas account for approximately 54 homes, and will increase system average daily flows by 0.075 MGD.
5.1.3 OPA Service Area Flows
The Orange Park Acres (OPA) service area includes County unincorporated areas and within the IRWD’s sewer service area. Although, only a small portion of the homes are currently connected to a sewer collection system, it is anticipated that a future sewer collection system will be constructed in accordance with IRWD’s OPA Sub Area Master Plan. Although there are no current plans for
APPENDIX H
Orange County Sanitation District
Reference Materials and Correspondence
Orange County Sanitation District 3-16 Strategic Plan Update Job No. J-101 – Volume 1 April, 2006
Buildout flows from each sewershed were computed using a completely different methodology, based on land use and per-acre unit flow factors. As noted earlier, CDR created a land use map by consolidating the information on general plan maps created by each city in Orange County, under contract to the Southern California Association of Governments (SCAG). In creating this map, CDR retained the land use categories used by each of the cities, rather than consolidating to a smaller number of general categories.
For the purposes of computing buildout flows, MWH consolidated the land uses to ten categories, corresponding to the categories used in computing buildout flows in the 1999 Strategic Plan. Mixed land uses were generally designated as commercial. The resulting land use map is shown as Figure 3-7, and the acres in each category are shown on Table 3-6.
Table 3-6
Buildout Land Uses and Flow Projections
Land Use Category Acres Unit Flow Rate
(gpd/ac)
Dry Weather Flow
(mgd)
Estate Residential 35,051 727 25.5
Low Density
Residential
48,886 1488 72.7
Medium Density
Residential
27,672 3451 95.5
Medium High Density
Residential
8,317 5474 45.5
High Density
Residential
5,624 7516 42.3
Commercial/Office 26,958 2262 61.0
Industrial 19,485 3167 61.7
Institutional 18,556 2715 50.4
High Density
Industrial/Commercial
87 5429 0.5
Open Space 43,537 0 0
Total 234,173 455
Source: Acres by land use category processed from Consolidated General Plan Land Use Map produced by CDR in 2004, based on latest available city general plans. Unit flow rates from OCSD 1999 Strategic Plan.
Project Description
Friction Method Manning FormulaSolve For Normal DepthInput DataRoughness Coefficient 0.015Channel Slope 0.00400 ft/ft Diameter 0.67 ft
Discharge 0.11 ft³/s
ResultsNormal Depth 0.18 ftFlow Area 0.08 ft²Wetted Perimeter 0.74 ftHydraulic Radius 0.11 ftTop Width 0.60 ftCritical Depth 0.15 ftPercent Full 27.3 %Critical Slope 0.00865 ft/ftVelocity 1.40 ft/sVelocity Head 0.03 ftSpecific Energy 0.21 ftFroude Number 0.68Maximum Discharge 0.72 ft³/sDischarge Full 0.67 ft³/sSlope Full 0.00011 ft/ftFlow Type SubCriticalGVF Input DataDownstream Depth 0.00 ft Length 0.00 ft
Number Of Steps 0
GVF Output DataUpstream Depth 0.00 ft
Profile DescriptionProfile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 27.31 %
Downstream Velocity Infinity ft/s
Worksheet for Ex Onsite 8" Sewer - 840 City Drive
2/12/2021 7:51:17 AM
Bentley Systems, Inc. Haestad Methods Solution Cen Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.0 ter 3] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2 Page 1 of GVF Output Data
Upstream Velocity Infinity ft/sNormal Depth 0.18 ftCritical Depth 0.15 ftChannel Slope 0.00400 ft/ftCritical Slope 0.00865 ft/ft Worksheet for Ex Onsite 8" Sewer - 840 City Drive
2/12/2021 7:51:17 AM
Bentley Systems, Inc. Haestad Methods Solution Cen Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.0 ter 3] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2 Page 2 of Project Description
Friction Method Manning FormulaSolve For Normal DepthInput DataRoughness Coefficient 0.015Channel Slope 0.00400 ft/ft Diameter 0.67 ft
Discharge 0.14 ft³/s
ResultsNormal Depth 0.21 ftFlow Area 0.09 ft²Wetted Perimeter 0.80 ftHydraulic Radius 0.12 ftTop Width 0.62 ftCritical Depth 0.17 ftPercent Full 31.4 %Critical Slope 0.00854 ft/ftVelocity 1.51 ft/sVelocity Head 0.04 ftSpecific Energy 0.25 ftFroude Number 0.68Maximum Discharge 0.72 ft³/sDischarge Full 0.67 ft³/sSlope Full 0.00018 ft/ftFlow Type SubCriticalGVF Input DataDownstream Depth 0.00 ft Length 0.00 ft
Number Of Steps 0
GVF Output DataUpstream Depth 0.00 ft
Profile DescriptionProfile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 31.41 %
Downstream Velocity Infinity ft/s
Worksheet for Prop Onsite 8" Sewer - 840 City Drive
2/12/2021 7:48:49 AM
Bentley Systems, Inc. Haestad Methods Solution Cen Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.0 ter 3] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2 Page 1 of GVF Output Data
Upstream Velocity Infinity ft/sNormal Depth 0.21 ftCritical Depth 0.17 ftChannel Slope 0.00400 ft/ftCritical Slope 0.00854 ft/ft Worksheet for Prop Onsite 8" Sewer - 840 City Drive
2/12/2021 7:48:49 AM
Bentley Systems, Inc. Haestad Methods Solution Cen Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.0 ter 3] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2 Page 2 of Project Description
Friction Method Manning FormulaSolve For Normal DepthInput DataRoughness Coefficient 0.015Channel Slope 0.00400 ft/ft Diameter 0.67 ft
Discharge 0.12 ft³/s
ResultsNormal Depth 0.19 ftFlow Area 0.08 ft²Wetted Perimeter 0.75 ftHydraulic Radius 0.11 ftTop Width 0.60 ftCritical Depth 0.16 ftPercent Full 28.1 %Critical Slope 0.00860 ft/ftVelocity 1.43 ft/sVelocity Head 0.03 ftSpecific Energy 0.22 ftFroude Number 0.68Maximum Discharge 0.72 ft³/sDischarge Full 0.67 ft³/sSlope Full 0.00012 ft/ftFlow Type SubCriticalGVF Input DataDownstream Depth 0.00 ft Length 0.00 ft
Number Of Steps 0
GVF Output DataUpstream Depth 0.00 ft
Profile DescriptionProfile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 28.14 %
Downstream Velocity Infinity ft/s
Worksheet for Ex Offsite 8" Sewer - 7277-7272
2/12/2021 8:22:56 AM
Bentley Systems, Inc. Haestad Methods Solution Cen Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.0 ter 3] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2 Page 1 of GVF Output Data
Upstream Velocity Infinity ft/sNormal Depth 0.19 ftCritical Depth 0.16 ftChannel Slope 0.00400 ft/ftCritical Slope 0.00860 ft/ft Worksheet for Ex Offsite 8" Sewer - 7277-7272
2/12/2021 8:22:56 AM
Bentley Systems, Inc. Haestad Methods Solution Cen Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.0 ter 3] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2 Page 2 of Project Description
Friction Method Manning FormulaSolve For Normal DepthInput DataRoughness Coefficient 0.015Channel Slope 0.00400 ft/ft Diameter 0.67 ft
Discharge 0.15 ft³/s
ResultsNormal Depth 0.22 ftFlow Area 0.10 ft²Wetted Perimeter 0.81 ftHydraulic Radius 0.12 ftTop Width 0.63 ftCritical Depth 0.18 ftPercent Full 32.2 %Critical Slope 0.00858 ft/ftVelocity 1.54 ft/sVelocity Head 0.04 ftSpecific Energy 0.25 ftFroude Number 0.69Maximum Discharge 0.72 ft³/sDischarge Full 0.67 ft³/sSlope Full 0.00020 ft/ftFlow Type SubCriticalGVF Input DataDownstream Depth 0.00 ft Length 0.00 ft
Number Of Steps 0
GVF Output DataUpstream Depth 0.00 ft
Profile DescriptionProfile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 32.15 %
Downstream Velocity Infinity ft/s
Worksheet for Prop Offsite 8" Sewer - 7277-7272
2/12/2021 8:54:34 AM
Bentley Systems, Inc. Haestad Methods Solution Cen Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.0 ter 3] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2 Page 1 of GVF Output Data
Upstream Velocity Infinity ft/sNormal Depth 0.22 ftCritical Depth 0.18 ftChannel Slope 0.00400 ft/ftCritical Slope 0.00858 ft/ft Worksheet for Prop Offsite 8" Sewer - 7277-7272
2/12/2021 8:54:34 AM
Bentley Systems, Inc. Haestad Methods Solution Cen Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.0 ter 3] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2 Page 2 of Project Description
Friction Method Manning FormulaSolve For Normal DepthInput DataRoughness Coefficient 0.015Channel Slope 0.00400 ft/ft Diameter 0.67 ft
Discharge 0.13 ft³/s
ResultsNormal Depth 0.20 ftFlow Area 0.09 ft²Wetted Perimeter 0.77 ftHydraulic Radius 0.11 ftTop Width 0.61 ftCritical Depth 0.16 ftPercent Full 29.6 %Critical Slope 0.00862 ft/ftVelocity 1.47 ft/sVelocity Head 0.03 ftSpecific Energy 0.23 ftFroude Number 0.68Maximum Discharge 0.72 ft³/sDischarge Full 0.67 ft³/sSlope Full 0.00015 ft/ftFlow Type SubCriticalGVF Input DataDownstream Depth 0.00 ft Length 0.00 ft
Number Of Steps 0
GVF Output DataUpstream Depth 0.00 ft
Profile DescriptionProfile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 29.61 %
Downstream Velocity Infinity ft/s
Worksheet for Ex Offsite 8" Sewer - 7272-7268
2/12/2021 8:40:04 AM
Bentley Systems, Inc. Haestad Methods Solution Cen Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.0 ter 3] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2 Page 1 of GVF Output Data
Upstream Velocity Infinity ft/sNormal Depth 0.20 ftCritical Depth 0.16 ftChannel Slope 0.00400 ft/ftCritical Slope 0.00862 ft/ft Worksheet for Ex Offsite 8" Sewer - 7272-7268
2/12/2021 8:40:04 AM
Bentley Systems, Inc. Haestad Methods Solution Cen Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.0 ter 3] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2 Page 2 of Project Description
Friction Method Manning FormulaSolve For Normal DepthInput DataRoughness Coefficient 0.015Channel Slope 0.00400 ft/ft Diameter 0.67 ft
Discharge 0.16 ft³/s
ResultsNormal Depth 0.22 ftFlow Area 0.10 ft²Wetted Perimeter 0.83 ftHydraulic Radius 0.13 ftTop Width 0.63 ftCritical Depth 0.18 ftPercent Full 33.4 %Critical Slope 0.00859 ft/ftVelocity 1.57 ft/sVelocity Head 0.04 ftSpecific Energy 0.26 ftFroude Number 0.68Maximum Discharge 0.72 ft³/sDischarge Full 0.67 ft³/sSlope Full 0.00023 ft/ftFlow Type SubCriticalGVF Input DataDownstream Depth 0.00 ft Length 0.00 ft
Number Of Steps 0
GVF Output DataUpstream Depth 0.00 ft
Profile DescriptionProfile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 33.43 %
Downstream Velocity Infinity ft/s
Worksheet for Prop Offsite 8" Sewer - 7272-7268
2/12/2021 8:50:18 AM
Bentley Systems, Inc. Haestad Methods Solution Cen Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.0 ter 3] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2 Page 1 of GVF Output Data
Upstream Velocity Infinity ft/sNormal Depth 0.22 ftCritical Depth 0.18 ftChannel Slope 0.00400 ft/ftCritical Slope 0.00859 ft/ft Worksheet for Prop Offsite 8" Sewer - 7272-7268
2/12/2021 8:50:18 AM
Bentley Systems, Inc. Haestad Methods Solution Cen Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.0 ter 3] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2 Page 2 of
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