APPENDICES
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72 PROVIDENCE SAINT JOHN’S PHASE II MASTER PLAN
r
EXAMPLES OF
BOSPXTAL AND HEALTH CARE USES
Acupuncture and Acupressure
Behavioral Heal th
Birthing center/Clinic
Bone Marrow Transplant
Burn Center
Cafeteria, Dining Room and
Kitchen•
Chapel
Chemical Dependency
Child and Family Development
Chiropractic
Chronic Dialysis Clinic
clinical Research
Conference and Meeting Rooms
Coroner/Morgue Facilities
cybernetics
Day Hospital
Education and Library Services
Emergency Services
Gene Infusion Therapy
Gift and Souvenir Shop*
Hyperbaric Medicine
Imaging (Inpatient and
outpatient)
Inpatient Services
Interventional care (Inpatient
and outpatient)
Laboratory
Laundry•
Material Treatment and
sterilization
Neonatal Intensive Care
Obstetrical Services
Office (Administrative
and Support Services)
Optical Shop/Laboratory
organ Transplant
outpatient surgery Center
outpatient Clinic/Service
Pediatric Intensive Care Unit
Pediatric Inpatient Unit
Pharmaceutical Service
(Clinical & Research)
Primary care Clinic
Protheses
Proton or other Advanced
Radiation Therapy
Rehabilitative Health
(Inpatient and
outpatient)
Laboratory Research
Respiratory Care
Robotics
Senior Center
senior Day care
Specialty Clinic
surgery (Inpatient and
outpatient)
Telemedicine Center
Therapy and Therapeutic
Services
Trauma Care
(*) = Uses which are internally located within a building or structure and primarily service (a) patients
utilizing the Hospital/Health Care uses, (b) their
visitors, and (c) employees of the Hospital/Health
Care uses.
Exhibit "G"
G-1
EXHIBIT "G"
HEALTH-RELATED SERVICES
Health-Related· Services include the following healthrelated services and retail uses:
Pharmacy
Durable Medical Goods
Health Information Store (Books, Tapes, CDs on health nutrition, lifestyle, fitness)
Optical Supplies
Hearing Aids
Alternative Medicines (chiropractor, acupuncture, herbalist, body massage, meditation instruction)
Health Food Store
Organic Produce Market
f Juice Shop
Exercise Equipment
Health Insurance Broker
Medical Electronics
Medical Records Service
EXHIBIT "I"
APPENDIX A APPENDIX B
APPENDIX C: PARKING STUDY
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Parking Demand Study and Operations Plan
PROVIDENCE SAINT JOHN’S PHASE II
Santa Monica, CA
May 6, 2019
Prepared For:
Providence Saint John’s Health Center
PROVIDENCE SAINT JOHN’S HEALTH CENTER PHASE II
PARKING ANALYSIS & PARKING PLAN
WALKER CONSULTANTS | i
TABLE OF CONTENTS
INTRODUCTION 1
SHARED PARKING ANALYSIS 2
Shared Parking Methodology 2
Shared Parking Analysis 3
Building Program Description 4
Base Parking Ratios 5
Presence Factors 9
Non-Captive Adjustment 12
Drive Ratio Adjustment 13
Parking Demand Analysis Results 17
INTERIM PARKING PLAN 20
Existing Parking 22
Projected Phase II Parking Supply 24
Phasing Plan A 25
Phasing Plan B 33
PARKING OPERATIONS PLAN 42
PHASING PLAN B ALTERNATIVE 1 44
APPENDICES
Appendix A – Time of Day and Month of Year Factors
PROVIDENCE SAINT JOHN’S HEALTH CENTER PHASE II
PARKING ANALYSIS & PARKING PLAN
WALKER CONSULTANTS | ii
TABLE OF CONTENTS (Continued)
LIST OF TABLES AND FIGURES
Table 1: PSJHC Program – Cumulative Uses by Building .............................................................................................................. 5 Table 2: Base Parking Generation Ratios by Use ......................................................................................................................... 9 Table 3: Non-Captive Adjustment by Use .................................................................................................................................. 13 Table 4: Drive Ratios by Use – Current Conditions .................................................................................................................... 14 Table 5: Drive Ratios by Use – Buildout Conditions ................................................................................................................... 15 Table 6: Reduction to Drive Ratios by Stage .............................................................................................................................. 16 Table 7: Cumulative Parking Demand – Existing and Phase II by Building ................................................................................. 17 Table 8: Program Uses by Stage ............................................................................................................................................... 21 Table 9: PSJHC-Owned and Leased Parking as of December 1, 2017 ........................................................................................ 22 Table 10: Projected Phase II Parking .......................................................................................................................................... 24 Table 11: Parking Supply and Demand Summary at the End of Stage A1 ................................................................................. 27 Table 12: Parking Supply and Demand Summary at the End of Stage A2 ................................................................................. 28 Table 13: Parking Supply and Demand Summary at the End of Stage A3 ................................................................................. 29 Table 14: Parking Supply and Demand Summary at the End of Stage A4 ................................................................................. 30 Table 15: Parking Supply and Demand Summary at the End of Stage A5 ................................................................................. 31 Table 16: Parking Demand and Owned Parking Supply Summary (A) ....................................................................................... 32 Table 17: Parking Supply and Demand Summary at the End of Stage B1.................................................................................. 35 Table 18: Parking Supply and Demand Summary at the End of Stage B2.................................................................................. 36 Table 19: Parking Supply and Demand Summary at the End of Stage B3.................................................................................. 37 Table 20: Parking Supply and Demand Summary at the End of Stage B4.................................................................................. 39 Table 21: Parking Supply and Demand Summary at the End of Stage B5.................................................................................. 40 Table 22: Parking Demand and Owned Parking Supply Summary (B) ....................................................................................... 40 Table 23: User Group(s) and Method of Operation of PSJHC Parking at Completion of Phase II .............................................. 43 Table 24: Phasing Plan B Alternative 1 Program Uses ............................................................................................................... 44 Table 25: Phasing Plan B Alternative 1 Cumulative Parking Demand ........................................................................................ 45 Table 26: Parking Supply and Demand Summary at the End of Stage B1A ............................................................................... 48 Table 27: Parking Supply and Demand Summary at the End of Stage B2A ............................................................................... 49 Table 28: Parking Supply and Demand Summary at the End of Stage B3A ............................................................................... 50 Table 29: Parking Supply and Demand Summary at the End of Stage B4A ............................................................................... 52 Table 30: Parking Supply and Demand Summary at the End of Stage B5A ............................................................................... 53 Table 31: Parking Demand and Owned Parking Supply Summary (Phasing Plan B Alternative 1) ............................................ 53 Figure 1: Steps of a Shared Parking Analysis ............................................................................................................................... 3 Figure 2: Weekday Hourly Recommended Supply in Peak Month at Buildout ......................................................................... 18 Figure 3: Weekday Peak Recommended Supply by Month at Buildout .................................................................................... 19 Figure 4: Map of Providence Saint John’s Health Center Parking Facilities (March 2018) ........................................................ 23 Figure 5: Weekday Hourly Recommended Supply in Peak Month At Buildout (Phasing Plan B Alternative 1) ......................... 45 Introduction
01 Section
PROVIDENCE SAINT JOHN’S HEALTH CENTER PHASE II
PARKING SUPPLY AND DEMAND ANALYSIS
WALKER CONSULTANTS | 1
This Parking Study is being submitted in conjunction with Providence Saint John’s Phase II Master Plan. This study assesses Providence Saint John’s peak parking demand associated with Phase II development and with the existing Phase I uses and recommends a strategy for Providence Saint John’s to provide sufficient parking supply to satisfy this demand during Phase II development and upon its completion.
This study relies upon two metrics as starting points for determining parking demand for Providence Saint John’s various uses, or the Base Parking Generation Ratios. For uses where there is empirical data available based upon Saint John’s Phase I operations, the Base Parking Generation Ratios are based on this empirical data. For all other uses, this study uses the 2015 Zoning Ordinance’s parking ratios as the Base Parking Generation Ratios.
After establishing the Base Parking Generation Ratios, this study then projects future parking demand by making certain adjustments based on shared parking and implementation of Transportation Demand Management.
This study concludes and recommends the following:
1. Providence Saint John’s will be able to satisfy its peak parking demand and construction parking at each stage of Phase II development under both the potential Phase II implementation scenarios, and the alternative scenario with 200 spaces under 2I and no parking under S2, through a combination of leased and owned parking and without increasing Providence Saint John’s reliance on leased parking.
2. Upon full Phase II implementation, Providence Saint John’s will be able to satisfy its peak parking demand with owned parking and will no longer need to lease parking.
3. We recommend that Providence Saint John’s construct four levels of subterranean parking on the first two Phase II development sites (except for the 10-unit Multifamily Housing (S2) building site) and three to four levels of subterranean parking on the third Phase II development site. This will allow Providence Saint John’s to significantly improve its ratio of owned parking supply to peak parking demand by the end of the third stage from the current 76% to 84%-96%.
4. We recommend that the amount of parking to be developed in the last two stages of Phase II implementation be established closer in time to the last two stages being constructed based on an update of this study. Modes of transportation and the need for auto parking will very likely change during Phase II’s 20-25-year implementation. More empirical data with respect to Providence Saint John’s parking demand will become available as Phase II development is open and occupied. In addition, updated information about how the Phase II parking locations are being used (which user groups) and operated (valet/attendant or self park) will be available. Establishing the parking to be developed in the last two stages of Phase II implementation closer in time to these stages being constructed will allow Providence Saint John’s and the City to “right-size” the parking.
5. So long as Providence Saint John’s continues to rely upon leased parking to meet its peak parking demand, we recommend that Providence Saint John’s continue to prepare annual Parking Management Plan reports documenting its owned and leased parking supply, its parking demand by user group, the user groups parking at each parking location, and the operations (valet, attendant, self-park) at each parking location. This will provide an important annual check-in to revisit the appropriate amount of leased parking during Phase II implementation, the appropriate buffer of spaces that should be provided, and whether changes to the use and/or operations of the parking supply (such as redistribution of user groups) are prudent.
Shared Parking Analysis
02 Section
PROVIDENCE SAINT JOHN’S HEALTH CENTER PHASE II
PARKING SUPPLY AND DEMAND ANALYSIS
WALKER CONSULTANTS | 2
SHARED PARKING METHODOLOGY
For the analysis herein, Walker employed a shared parking model to assess projected demand. Shared parking methodology was developed in the 1980s and has been a widely-accepted industry standard for rightsizing parking facilities over the past 30+ years. Adopted by cities throughout the U.S., and codified in zoning ordinances as an acceptable practice, shared parking is endorsed by the ULI, the American Planning Association (APA), the National Parking Association (NPA), and International Council of Shopping Centers (ICSC), as an acceptable method of parking planning and management.
Shared parking allows for the sharing of parking spaces among uses in a mixed-use environment in lieu of providing a minimum number of parking spaces for each individual use. Shared parking commonly results in a reduction of required parking spaces. This reduction, which is sometimes significant, depends on the quantities and mix of uses and local code requirements.
Shared Parking is defined as the ability to use the same parking resource by multiple nearby or adjacent land uses without encroachment. Shared parking takes into account the parking demand for more than 45 different land uses; the availability and use of alternative modes of transportation; captive market effects1; and daily, hourly, and seasonal variations.
A shared parking model generates 456 parking computations as follows:
• 19 hours during a day, beginning at 6 a.m. and concluding at 1 a.m. • 2 days per week, a weekday and a weekend day
• 12 months of the year
• 19 x 2 x 12 = 456 different calculations
The recommended parking capacity is based on the highest figure generated from these 456 computations.
Therefore, the intent is to design for the 85th percentile level of parking demand relative to similar properties, with the output of the shared parking model reflecting this condition. Planning for the 85th percentile demand allows for efficient use of parking assets and allows for users of the parking system to be able to easily locate a parking space on all but the busiest days of the year. On the busiest days, users may have to hunt for a parking space, but would still be able to find a space due to the parking supply buffer provided.
The following graphic provides an illustrative view of the steps involved in the shared parking analysis. This graphic is used within this document to help the reader understand the shared parking process and to also assist in communicating the steps of the analysis that is being described within this report. The Shared Parking Analysis section of this report follows this graphic in consecutive order, moving from left to right, and in subsequent report
1 Recognition of a user group already on site for another primary purpose and not generating incremental parking demand for an accessory use. For example, a sandwich shop located in an office tower generates very little, if any, outside parking demand. Since the parking demand for the office tower tenants has already been accounted for, to avoid double counting, a non-captive adjustment factor is applied to the parking demand calculation for the sandwich shop. In this extreme example, the non-captive ratio may be 0 percent.
SHARED PARKING ANALYSIS
PROVIDENCE SAINT JOHN’S HEALTH CENTER PHASE II
PARKING SUPPLY AND DEMAND ANALYSIS
WALKER CONSULTANTS | 3
sections, the gray highlighted section of the graphic (note: all sections are highlighted in Figure 1) designates the step that is being described.
Figure 1: Steps of a Shared Parking Analysis
Land Use Units
(Number of
rooms, square
footage, etc.)
X
Base Parking
Generation
Ratios
X Monthly
Factor X Hourly Factor X
NonCaptive
Ratio
X Driving
Ratio = TOTAL
Source: Walker Consultants
The key goal of a shared parking analysis is to find the balance between providing adequate parking to support a development from a commercial and operational standpoint and protect the interests of neighboring property owners, while minimizing the negative aspects of excessive land area or resources devoted to parking. The ultimate goal of a shared parking analysis is to find reasonably predictable design day condition. The output of the shared parking model represents an 85th percentile condition relative to similar properties.
Allowing multiple land uses and entities to share parking spaces has allowed for and led to the creation of many popular real estate developments and districts, resulting in the combination of office, residential, retail, hotel, and entertainment districts that rely heavily on shared parking for economic viability while providing parking accommodations to meet the actual demand generated by the development. Traditional downtowns in large and small cities alike have depended on the practice in order to be compact, walkable, and economically viable.
In the same way, mixed-use projects have also benefited from the shared-parking principle, which offers multiple benefits to a community, not the least of which is a lesser environmental impact due to the reduction in required parking needed to serve commercial developments, as well as the ability to create a more desirable mix of uses at one location, all the while ensuring that parking supply is designed for the 85th percentile condition relative to similar properties.
We believe shared parking is an appropriate methodology for the PSJHC campus as there will be users who visit multiple uses during their parking stay (e.g. employees visiting neighborhood-serving retail, employees using the education and conference center, persons staying at the visitor housing using the other PSJHC campus uses) and there are uses with different periods of peak demand.
SHARED PARKING ANALYSIS
To begin a shared parking analysis, we first start with the type and quantity of land use to be analyzed. The City of Santa Monica generally bases its parking requirements on “Floor Area” as defined in Santa Monica Municipal Code Section 9.04.080.
In accordance with accepted shared-use methodology, this section of the report documents the steps taken to appropriately determine a recommended parking capacity for Providence Saint John’s. In this report, base parking PROVIDENCE SAINT JOHN’S HEALTH CENTER PHASE II
PARKING SUPPLY AND DEMAND ANALYSIS
WALKER CONSULTANTS | 4
generation ratios, are derived from (i) existing empirical data for the Hospital/Health Care – Inpatient/Clinic, CFDC and Medical Research Uses and (ii) the parking requirements in the City of Santa Monica’s 2015 Zoning Ordinance.
The Base Parking Generation Ratios are multiplied by the Project’s land use quantities, yielding a product which is then adjusted by multiplying by hourly and monthly factors for each of the Project’s respective land uses. These are called “presence factors”. Two final adjustments are made to the Base Parking Generation Ratios. One adjustment discounts the demand to account for local transportation modal split characteristics, recognizing that not everyone drives an automobile for every trip, and a second adjustment is made to avoid double counting people who are on-site for more than one reason and are therefore not creating additive parking demand. These last two calculations are referred to as the “driving ratio” and “non-captive” adjustments. The balance of this section of the report documents the math that underlies this analysis, following the steps listed below.
List of Shared Parking Steps Page
Step 1: Identification and Quantification of Project Land Use Components 4 Step 2: Application of Base Parking Generation Ratios 5 Step 3: Application of Presence Factors9
Step 4: Application of Non-Captive Adjustment 12
Step 5: Application of Driving Ratio 13
LAND USE UNITS: BUILDING PROGRAM DESCRIPTION
Step 1: Identification and Quantification of Project Land Use Components Land Use Units
(Number of
rooms, square
footage, etc.)
X
Base Parking
Generation
Ratio
X Monthly
Factor X Hourly Factor X
NonCaptive
Ratio
X Driving
Ratio = TOTAL
Source: Walker Consultants
The following table details the uses, shown on a cumulative basis by building. Existing uses consist of the PSJHC Phase I Hospital/Health Care – Inpatient/Clinic, totaling 475,000 square feet, the John Wayne Cancer Institute (JWCI) totaling 51,055 square feet (assumed occupancy of 30,000 square feet of space), the Child and Family Development Center with 6,262 square feet of Daycare use and 28,308 square feet of mental/behavioral health programs, 2,675 square feet of MRI buildings, and a 10,800-square foot commercial building occupied by the Saint John’s foundation. There is also an existing, vacant, 10-unit apartment building on the South Campus.
PROVIDENCE SAINT JOHN’S HEALTH CENTER PHASE II
PARKING SUPPLY AND DEMAND ANALYSIS
WALKER CONSULTANTS | 5
Table 1: PSJHC Program – Cumulative Uses by Building
Source: Perkins Eastman; MRY Architects
BASE PARKING GENERATION RATIOS
Simply put, the base parking demand ratios represent how many spaces should be supplied to each use if the spaces are unshared.
Step 2: Application of Base Parking Generation Ratios
Land Use Units
(Number of
rooms, square
footage, etc.)
X
Base Parking
Generation
Ratio
X Monthly
Factor X Hourly Factor X
NonCaptive
Ratio
X Driving
Ratio = TOTAL
Source: Walker Consultants
We have detailed assumptions we used in our Base Parking Generation Ratios below and summarized them in Table 2. In general, we used empirical data for the existing Hospital/Health Care – Inpatient/Clinic, CFDC and the research uses because those uses already exist at PSJHC, and we have empirical data for those uses. For Phase II uses where empirical data was not available, we utilized the City’s current parking ratios (last updated in 2015).
The ratios shown are for weekdays, as demand at PSJHC peaks on weekdays.
Use Existing1S2 S1 S3 2I 2C S44S5 2D/E5 Unit of Measure Health-Related Services/Neighborhood Commercial 0 0 0 0 4,500 10,000 18,200 18,200 21,200 SF/Floor Area Restaurant/Coffee Shop 0 800 800 5,800 5,800 5,800 8,500 8,500 10,000 SF/Floor Area Phase I2
477,675 475,000 475,000 475,000 475,000 475,000 475,000 475,000 475,000 SF/Floor Area Phase II Inpatient/Clinic 0 0 0 0 0 112,000 112,000 112,000 187,500 SF/Floor Area Phase II Ambulatory Care/Clinic 0 0 0 59,000 59,000 59,000 159,700 159,700 159,700 SF/Floor Area Health and Wellness 0 0 0 0 0 0 28,300 28,300 28,300 SF/Floor Area Medical Research Facilities 51,055 51,055 51,055 59,000 59,000 59,000 59,000 59,000 59,000 SF/Floor Area Medical Office Building 0 0 0 0 50,000 50,000 50,000 50,000 50,000 SF/Floor Area Education and Conference Center 0 0 0 0 0 0
8,650
51,350
8,650
51,350
8,650
51,350
SF/Floor Area -Assembly
SF/Fllor Area - Non-Assembly
Day Care 6,362 6,362 9,000 9,000 9,000 9,000 9,000 9,000 9,000 SF/Floor Area Child and Family Development Center 28,308 28,308 25,500 25,500 25,500 25,500 25,500 25,500 25,500 SF/Floor Area Visitor Housing 0 0 0 0 0 0 0 34 34 Units
Two-Bedroom (Market Rate) 0 8 8 8 8 8 8 8 8 Units
Two-Bedroom (Affordable) 0 2 2 2 2 2 2 2 2 Units
1 = the existing 10,080 square foot commercial building occupied by the Foundation is not included in existing demand since it has its own parking supply that is not operated as part of the overall Health Center parking supply 2 = includes both 475,000 sf for Keck and CSS and 2,675 sf for existing MRI buildings on the South Campus 3 = the existing 10-unit multi-family building is not included in existing parking demand because it is vacant 4 = S4 includes Saint John's Café
5 = 2D/E includes Mullin Plaza Café
Cumulative Total
Replacement Multi-Family Housing3
Hospital/Health Care
PROVIDENCE SAINT JOHN’S HEALTH CENTER PHASE II
PARKING SUPPLY AND DEMAND ANALYSIS
WALKER CONSULTANTS | 6
Walker prepared a Parking Management Plan (PMP) Update, dated February 26, 2018, for PSJHC which included parking occupancy counts. In the PMP Update, we projected design day parking demand, based on empirical data, applied to the peak day for all existing uses (Howard Keck Diagnostic Center, Chan Soon-Shiong Center for Life Science, John Wayne Cancer Institute, and the Child and Family Development Center) to be 990 spaces. We utilized this figure to establish the base parking ratios for Hospital/Health Care – Inpatient/Clinic, CFDC and Medical Research Facilities uses.
With 535,983+ square feet of existing uses (475,000 square feet of Hospital/Health Care – Inpatient/Clinic, 2,675 square feet of MRI buildings, 30,000 occupied square feet in the JWCI building [out of 51,055 gross square feet] and the 28,308-square foot CFDC), the parking demand ratio is 1.85 per 1,000 square feet or one space per 541 square feet. Based on our occupancy count results, we estimate that approximately 26% of parking demand is attributed to visitors/patients while the remaining 74% is employees. We utilized these figures to establish base parking ratios for Hospital/Health Care – Inpatient/Clinic, Medical Research, and Child and Family Development Center uses.
Child and Family Development Center. For the Child and Family Development Center use (25,500 sf located within the Child and Family Development Center S1 building), we modeled based on estimated peak demand at existing PSJHC Phase I facilities (Howard Keck Diagnostic Center, Chan Soon-Shiong Center for Life Sciences, the CFDC and MRI buildings). The Child and Family Development Center use is defined to “include mental health, educational and outreach facilities and services to children and families.” (DA Section 3.3.1(d).) The DA further provides that the Child and Family Development Center includes clinical space, ancillary meeting rooms, and administrative offices for health care professionals and employees working at the Child & Family Development Center.
Health-Related Services/Neighborhood Commercial. The base ratio for the Health-Related Services/ Neighborhood Commercial use was modeled on the retail parking requirement in the 2015 Zoning Ordinance Update. The Health-Related Services use and Neighborhood Commercial use were assumed to have the same parking demand ratio, as they both would include retail/commercial uses that either target patients, employees and visitors of the campus or nearby residents and employees. • Per DA Section 3.3.1(h), Health-Related Services are defined to “consist exclusively of health-related services and retail uses designed to serve inpatients and outpatients on the Campus Property, persons working on the Campus Property and visitors to other facilities or services on the Campus Property.” DA Exhibit “I” indicates that Health-Related Services include pharmacy, durable medical goods, health information store, alternative medicines, health food store, juice shop, medical records service, as well as other similar uses.
• Per DA Section 3.3.1(n), Neighborhood Commercial uses consist of “commercial uses that provide convenience goods and services for which people generally do not comparison shop, that are bought fairly frequently and that cater to the daily needs of nearby residents, and are permitted uses in the C2 Zoning District” as of the DA’s effective date. These uses include cleaners, general and specialized retail uses, and restaurants of 50 seats or less at which no alcohol is served or consumed.
PROVIDENCE SAINT JOHN’S HEALTH CENTER PHASE II
PARKING SUPPLY AND DEMAND ANALYSIS
WALKER CONSULTANTS | 7
Hospital/Health Care – Inpatient/Clinic. For the Hospital/Health Care – Inpatient/Clinic (Phase I and Phase II), we modeled base parking demand using estimated peak demand at existing PSJHC Phase I facilities (Howard Keck Diagnostic Center, Chan Soon-Shiong Center for Life Sciences, John Wayne Cancer Institute, the CFDC and MRI buildings) as described above.
Health and Wellness. For the Health and Wellness use, we modeled base parking demand using the clinic parking requirement in the 2015 Zoning Ordinance Update. The DA defines the Health and Wellness Center use as “a facility that focuses on lifestyle management for individuals through the prevention of illness and promotion of wellness.” (DA Section 3.3.1(g).) The DA indicates that integral elements of the Health and Wellness Center use are “programs and facilities for exercise, nutrition, physical therapy and rehabilitation, cardiac rehabilitation and related prevention-oriented and rehabilitative services.” Hospital/Health Care – Ambulatory/Clinic. For the Hospital/Health Care – Ambulatory/Clinic use, we modeled base parking demand using the clinic parking requirement in the 2015 Zoning Ordinance Update.
Medical Office Building. For the medical office building use, we modeled base parking demand using the medical office parking requirement in the 2015 Zoning Ordinance Update.
Medical Research Facilities. For the medical research facilities use, we modeled base parking demand using estimated peak demand at the existing John Wayne Cancer Institute.
Education and Conference Center. For the Education and Conference Center use, we modeled base parking demand using the 2015 Zoning Ordinance Update’s convention/conference center parking requirement for the assembly area (8,650 square feet) and the general office requirement for the remaining 51,350 square feet which consists of smaller education/conference rooms and administrative space. Although much of these 51,350 square feet are for internal use and may not have independent parking demand, to be conservative it has been studied utilizing general office rates. The Education and Conference Center use includes facilities for “(i) meetings, conferences, seminars, workshops and education and training sessions for health care professionals, (ii) lectures, seminars, meetings and programs for the general community on health care-related issues, (iii) advanced telecommunication technologies to provide communication linkages between the Campus Property and other health care facilities and educational institutions, (iv) broadcast facilities design to disseminate medical and health care information to health care professionals and the general public, (v) meetings of nonprofit community-based organizations, and (vi) meetings of ground and organizations related to Saint John’s, such as the Board of Trustees of the Saint John’s Health Center Foundation, the Irene Dunne Guild, and employees of Saint John’s and affiliated entities.” (DA Section 3.3.1(f).) The DA further provides that the Education and Conference Center may include classrooms, auditoriums, meeting rooms, reference libraries, broadcast facilities and administrative offices for health care professionals and employees working at the Education and Conference Center. The DA prohibits the Education and Conference Center from being utilized for trade and consumer shows or exhibitions, or industry or business meetings, that are unrelated to health care.
Day Care. For the Day Care use (9,000 sf within the Child and Family Development Center S1 building), we modeled base parking demand using the child care and early education facilities parking requirement in the PROVIDENCE SAINT JOHN’S HEALTH CENTER PHASE II
PARKING SUPPLY AND DEMAND ANALYSIS
WALKER CONSULTANTS | 8
2015 Zoning Ordinance Update. Day Care is defined to “consist of day care, child care or pre-school nursery services.” (DA Section 3.3.1(e).) While the planned daycare facility is 9,000 square feet, the parking demand associated with the existing 6,300 square foot facility is already included in the Existing total; therefore, in this analysis, only the incremental increase in daycare square footage was analyzed as a new land use.
Visitor Housing. For the Visitor Housing use, we modeled base parking demand using the hotel/motel parking requirement in the 2015 Zoning Ordinance Update. Visitor Housing is defined as “overnight visitor accommodations provided for occupancy exclusively by (i) inpatients and outpatients of other facilities located on the Campus Property and their family members, (ii) visiting health care professionals to the Campus Property and (iii) participants in health care conferences and seminars located on the Campus Property.” (DA Section
3.3.1(s).) The DA specifically prohibits the units from being marketed or available to the general public.
Replacement Multi-Family Residential. For the Replacement Multi-Family Residential use, we modeled base parking demand using the 2015 Zoning Ordinance Update’s parking requirements for Multi-Family Residential for the eight market-rate and the 2015 Zoning Ordinance Update’s parking requirements for Multi-Family Housing Deed-Restricted for Occupancy by Low and Moderate-Income Households for the two affordable units.
Restaurant/Café/Coffee Shops. For the restaurant/café space, we modeled base parking demand using the 2015 Zoning Ordinance Update’s parking requirements. The 2015 Zoning Ordinance Update’s parking requirements for restaurants of less than 2,500 sf was applied to a total of 5,000 sf of restaurant space (800 sf at S2, 1,800 sf in S4, 900sf in Saint John’s Café, and 1,500 sf in Mullin Plaza café). The 2015 Zoning Ordinance Update’s parking requirements for restaurants of 2,500-5,000 sf was applied to the remaining 5,000 square feet of restaurant/café space (in S3).
The following table documents the base parking generation rates employed in this analysis, which are generally either from empirical data (for existing uses) or from the 2015 Zoning Ordinance Update.
PROVIDENCE SAINT JOHN’S HEALTH CENTER PHASE II
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WALKER CONSULTANTS | 9
Table 2: Base Parking Generation Ratios by Use
Source: Walker Consultants
PRESENCE FACTORS
After the Project’s land uses have been quantified and Base Parking Generation Ratios have been applied to these land use quantities, adjustments are made to account for parking demand variability by hour of day and month of year. This is referred to as a “presence” adjustment.
Step 3: Application of Presence Factors
Land Use Units
(Number of
rooms, square
footage, etc.)
X
Base Parking
Generation
Ratios
X Monthly
Factor X Hourly Factor X
NonCaptive
Ratio
X Driving
Ratio = TOTAL
Source: Walker Consultants
Presence is expressed as a percentage of peak potential demand modified for both time of day and month of the year. The fact that parking demand for each component may peak at different times generally means that fewer parking spaces are needed for the project than would be required if each component were a freestanding development.
Use Parking Ratio Parking Ratio Details
Health-Related Services/Neighborhood Comm. 1.0 per 300 SF Per City Requirements in 2015 ZO Update Restaurant/Coffee Shop 1.0 per 300 SF (under <2,500 SF)
1.0 per 200 SF (2,500-5,000 SF) Per City Requirements in 2015 ZO Update Hospital/Health Care - Phase I 1.0 per 541 SF Per 2018 PMP data Hospital/Health Care - Inpatient/Clinic 1.0 per 541 SF Per 2018 PMP data Hospital/Health Care - Ambulatory/Clinic 1.0 per 250 SF Per City Requirements in 2015 ZO Update Health and Wellness 1.0 per 250 SF Per City Requirements in 2015 ZO Update Medical Research Facilities 1.0 per 541 SF Per 2018 PMP data Medical Office Building 1.0 per 250 SF Per City Requirements in 2015 ZO Update Education and Conference Center 1.0 per 80 SF Assembly Area
1.0 per 300 SF Office Space Per City Requirements in 2015 ZO Update Day Care 1.0 per 500 SF Per City Requirements in 2015 ZO Update Child and Family Development Center 1.0 per 541 SF Per 2018 PMP data Visitor Housing 1.0 per unit Per City Requirements in 2015 ZO Update Replacement Multi-Family Residential
Two-Bedroom (Market Rate)
Two-Bedroom (Affordable)
2.2 per unit
1.0 per unit
Per City Requirements in 2015 ZO Update
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TIME OF DAY
Appendix A contains tables illustrating presence factors for visitors/patients/guests and employees/residents by time of day on a weekday. Many uses peak in the late morning into early afternoon. Details follow below. Time of day factors for several uses, including health related services (retail), restaurant/coffee shop, residential, and research were based on data contained in Parking Generation (Fourth Edition. Washington DC: Institute of Transportation Engineers, 2010). Time of day factors for Medical Office Building are based on data collected by Walker staff, and have been used for the MOB, Health and Wellness, and Hospital/Health Care – Ambulatory/Clinic. Time of Day factors for the Education and Conference Center are based on the Office time of day factors developed by Walker team members over the years.
Visitor/Patient/Guest
• Child and Family Development Center use: near peak at 8:00 AM, at peak from 10:00 AM until 4:00 PM after which it declines gradually until 7:00 PM at which it declines significantly • Health-Related Services/Neighborhood Commercial: builds to a peak in the late morning and remains at peak until the 6:00 PM hour when it starts to gradually decline • Hospital/Health Care – Inpatient/Clinic: builds to a peak at noon and then gradually declines from 3:00 PM until 7:00 PM after which point it declines significantly • Health and Wellness: near peak at 8:00 AM, at peak from 10:00 AM until 4:00 PM after which it declines gradually until 7:00 PM at which it declines significantly • Hospital/Health Care – Ambulatory/Clinic: near peak at 8:00 AM, at peak from 10:00 AM until 4:00 PM after which it declines gradually until 7:00 PM after which it declines significantly • Restaurant/Coffee Shop: peaks at lunchtime
• Medical Research Facilities: peaks at 10:00 AM and 2:00 PM with more limited activity during other times
• Medical Office Building: at peak or near peak from 8:00 AM to 4:00 PM with a dip at lunchtime • Education and Conference Center: conservatively assumed to peak from 9:00 AM to 10:00 PM • Day Care: peaks at 8:00 AM and 5:00 PM with near peaks in adjacent hours • Visitor Housing: peaks in evening and early morning hours with minimal decline from peak during the day as guests may be staying on-site (with their vehicles parked) during the day • Replacement Multi-Family Residential: peaks from 7:00 PM to 11:00 PM as these are primary hours that guests would be expected
Employee/Resident
• Child and Family Development Center use: at peak from 9:00 AM until 5:00 PM after which it declines rapidly.
• Health-Related Services/Neighborhood Commercial: builds to a peak by 11:00 AM and remains at peak until the 6:00 PM hour when it starts to gradually decline • Hospital /Health Care – Inpatient/Clinic: builds to a peak at 10:00 AM and maintains this until about 4:00 PM when it begins to gradually decline through the evening • Health and Wellness: at peak from 9:00 AM until 5:00 PM after which it declines significantly • Hospital/Health Care – Ambulatory/Clinic: at peak from 9:00 AM until 5:00 PM after which it declines significantly
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PARKING SUPPLY AND DEMAND ANALYSIS
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• Restaurant/Coffee Shop: peaks at lunchtime
• Medical Research Facilities: at or near peak from 9:00 AM until 5:00 PM and gradually declines during evening
• Medical Office Building: at or near peak from 9:00 AM until 5:00 PM and gradually declines during evening
• Education and Conference Center: conservatively assumed to peak from 9:00 AM to 6:00 PM and gradually declines in the evening
• Day Care: peaks from 9:00 AM until 6:00 PM and then quickly declines in the evening • Visitor Housing: at or near peak from 8:00 AM to 5:00 PM after which there are declines through the evening
• Replacement Multi-Family Residential: peaks from 7:00 PM to early morning with some decline during daytime, although not significant as residents may leave their vehicles at home during daytime hours.
TIME OF YEAR
Tables in Appendix A illustrate presence factors for visitors/patients/guests and employees/residents by time of year. Many uses peak in the first half of the year. Monthly factors for the CFDC and Hospital/Health Care uses is based on hospital activity data provided by PSJHC. Monthly factors for Medical Office Building are based on data collected by Walker staff, and have been used for the MOB and Health and uses. Monthly factors for the Education and Conference Center are based on the Office time of day factors developed by Walker team members over the years.
Visitor/Patient/Guest
• Child and Family Development Center use: near or at peak throughout the year • Health-Related Services/Neighborhood Commercial: near or at peak most of the year with only slight declines from peak in August and October
• Hospital/Health Care – Inpatient/Clinic: near or at peak throughout the year • Health and Wellness: near or at peak most of the year • Hospital/Health Care – Ambulatory/Clinic: near or at peak throughout the year • Restaurant/Coffee Shops: peaks during the summer and December • Medical Research Facilities: at peak throughout year except slight declines in July and August • Medical Office Building: at peak throughout year except slight declines in July and August • Education and Conference Center: at peak throughout year except slight declines in July and August • Day Care: at peak throughout year except slight declines in July and August • Visitor Housing: at peak throughout year except slight declines in July and August • Replacement Multi-Family Residential: at peak throughout year except slight declines in July and August Employee/Resident
• Child and Family Development Center use: near or at peak throughout the year • Health-Related Services/Neighborhood Commercial: near or at peak throughout the year • Hospital/Health Care – Inpatient/Clinic: at peak throughout year except slight declines in July and August PROVIDENCE SAINT JOHN’S HEALTH CENTER PHASE II
PARKING SUPPLY AND DEMAND ANALYSIS
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• Health and Wellness: near or at peak most of the year with only slight declines from peak in July and August
• Hospital/Health Care – Ambulatory/Clinic: near or at peak throughout the year • Restaurant/Coffee Shops: peaks during the summer and December • Medical Research Facilities: at peak throughout year except slight declines in July and August • Medical Office Building: at peak throughout year except slight declines in July and August • Education and Conference Center: at peak throughout year except slight declines in July and August • Day Care: at peak throughout year except slight declines in July and August • Visitor Housing: at peak throughout year
• Replacement Multi-Family Residential: at peak throughout year except slight declines in July and August
NON-CAPTIVE ADJUSTMENT RATIO
A shared parking analysis recognizes that people often visit two or more land uses housed within the same development site, without increasing their on-site parking use. A non-captive ratio allows for an adjustment to the parking needs analysis by taking into account the portion of on-site visitors who are already accounted for as caregivers and as visitors who will go to other uses, and are therefore not creating additional parking demand.
Non-captive ratios can vary from one property to the next and from one function to the next within the same property. Typically, a reduction ranging from 20 to 80 percent has been used by parking and transportation professionals to fine tune the parking requirements for mixed-use projects with primary attractors and secondary attractors.
Step 4: Application of Non-Captive Adjustment
Land Use Units
(Number of
rooms, square
footage, etc.)
X
Base Parking
Generation
Ratios
X Monthly
Factor X Hourly Factor X
NonCaptive
Ratio
X Driving
Ratio = TOTAL
Source: Walker Consultants
Table 3 details our assumptions regarding non-captive adjustment during weekday daytime. Due to the similar peak hours for many of the uses and for the sake of being conservative, we have assumed limited sharing of parking for the various uses. We have assumed opportunities are available for Health-Related Services (Retail) and the proposed restaurant/coffee shop spaces, where visitors/patients and employees who are already parked may visit a Health-Related business or restaurant/coffee shop, the Education and Conference Center, where the majority of weekday daytime attendees will be employees already on site, the day care facility, where existing use data suggest a majority of the facility’s customers are employees at PSJHC, and visitor housing where the purpose of the housing is to stay near to an inpatient at PSJHC, or for someone receiving long-term treatment at PSJHC.
While Providence Saint John’s anticipates that there will be patients/visitors that visit more than one health care/medical use while parked at PSJHC (e.g. “Hospital/Health Care – Ambulatory/Clinic, Hospital/Health Care – Inpatient/Clinic, Medical Office Building, and Medical Research) and employees/doctors that visit more than one health care/medical use while parked at PSJHC, we have not applied non-captive adjustments to these uses in PROVIDENCE SAINT JOHN’S HEALTH CENTER PHASE II
PARKING SUPPLY AND DEMAND ANALYSIS
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order to be conservative, except for Health and Wellness under the assumption that some patients will have both a doctor’s appointment and rehab appointment back to back. The specific non-captive adjustments shown in Table 3 are based on Walker’s judgement and understanding of each uses’ function and operation as well as input provided by PSJHC.
Table 3: Non-Captive Adjustment by Use
Source: Walker Consultants
DRIVING RATIO ADJUSTMENT
A driving ratio adjustment is the percentage of patrons and employees that are projected to drive to the site in a personal vehicle, expressed as a ratio.
Step 5: Application of Driving Ratio
Land Use Units
(Number of
rooms, square
footage, etc.)
X
Base Parking
Generation
Ratios
X Monthly
Factor X Hourly Factor X
NonCaptive
Ratio
X Driving
Ratio = TOTAL
Source: Walker Consultants
Table 4 illustrates the drive ratios selected for weekday daytime periods, the period of expected peak demand at PSJHC. These drive ratios are applied to the Base Parking Generation Ratios. We assume that visitor housing may not be fully occupied and/or not all guests will be driving to PSJHC, which is why that specific use has a drive ratio less than 100%. For all other uses, the 100% drive ratio represents current baseline conditions.
Use Visitor/Resident Employee
Health-Related Services/Neighborhood Comm. 20% 100%
Restaurant/Coffee Shop 20% 100%
Hospital/Health Care - Inpatient/Clinic 100% 100%
Hospital/Health Care - Ambulatory/Clinic 100% 100%
Health and Wellness 75% 100%
Child and Family Development Center 100% 100%
Medical Research Facilities 100% 100%
Medical Office Building 100% 100%
Education and Conference Center 25% 25%
Day Care 50% 100%
Visitor Housing 50% 100%
Replacement Multi-Family Residential 100% n/a
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Table 4: Drive Ratios by Use – Current Conditions
Source: Walker Consultants
REDUCTION TO DRIVE RATIOS OVER TIME
We have assumed that improved alternative modes of transportation, including opening of new Light Rail Stations at Bergamot Station and Memorial Park and opening of bike share in Santa Monica, Transportation Demand Management (TDM) practices, and transportation behavior trends, such as a decline in single occupant vehicle mode share, will lead to a decrease in drive ratios during Phase II build out. At completion of Phase II build-out, we have conservatively estimated that drive ratios would be 5% lower for visitor/patient and 25% lower for employee compared to the current 2017 baseline for all uses except day care, visitor housing and residential, which have not been adjusted. The projected reduction in drive ratios is driven primarily by the assumption that PSJHC will continue to need to meet Average Vehicle Ridership targets and does not take into account changes to drive ratios that could occur with widespread adoption of either autonomous vehicles or ridesharing, which are still uncertain at this time. Note that Hospital/Health Care – Inpatient/Clinic, Child and Family Development Center, and Medical Research Facilities uses already incorporate some parking demand reduction due to PSJHC’s existing TDM program. We expect additional reductions as PSJHC strives to achieve the Average Vehicle Ridership targets set forth by the City of Santa Monica.
Table 5 illustrates estimated drive ratios at build-out.
Use Visitor/Resident Employee
Health-Related Services/Neighborhood Comm. 100% 100%
Restaurant/Coffee Shop 100% 100%
Hospital/Health Care - Inpatient/Clinic 100% 100%
Hospital/Health Care - Ambulatory/Clinic 100% 100%
Health and Wellness 100% 100%
Child and Family Development Center 100% 100%
Medical Research Facilities 100% 100%
Medical Office Building 100% 100%
Education and Conference Center 100% 100%
Day Care 100% 100%
Visitor Housing 80% 100%
Replacement Multi-Family Residential 100% n/a
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Table 5: Drive Ratios by Use – Buildout Conditions
\
Source: Walker Consultants
We have assumed that this reduction would be equally distributed over time, as outlined in Table 5. These reductions are shown relative to current conditions, which is why the reductions relative to today are shown as 0% in Table 6.
Use Visitor/Resident Employee
Health-Related Services/Neighborhood Comm. 95% 75%
Restaurant/Coffee Shop 95% 75%
Hospital/Health Care - Inpatient/Clinic 95% 75%
Hospital/Health Care - Ambulatory/Clinic 95% 75%
Health and Wellness 95% 75%
Child and Family Development Center 95% 75%
Medical Research Facilities 95% 75%
Medical Office Building 95% 75%
Education and Conference Center 95% 75%
Day Care 100% 75%
Visitor Housing 80% 75%
Replacement Multi-Family Residential 100% n/a
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Table 6: Reduction to Drive Ratios by Stage
Source: Walker Consultants
Building Visitor/Patient Employee
Today 0% 0%
S2 1% 5%
S1 1% 5%
S3 1% 5%
2I 2% 10%
2C 3% 15%
S4 4% 20%
S5 4% 20%
2D/E 5% 25%
Building Visitor/Patient Employee
Today 0% 0%
S2 1% 5%
2C 1% 5%
S1 2% 10%
S3 2% 10%
2I 3% 15%
S4 4% 20%
S5 4% 20%
2D/E 5% 25%
Phasing Plan A
Phasing Plan B
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PARKING DEMAND ANALYSIS RESULTS
Table 7 details peak parking demand for different user groups by stage. The peak parking demand shown is cumulative, through the end of each stage. The peak parking demand is at 2:00 PM on weekdays in January.
Table 7: Cumulative Parking Demand – Existing and Phase II by Building Phasing Plan A
Phasing Plan B
Source: Walker Consultants
Note there is a decrease in the parking demand from Existing to Phase II Building S2 under Phasing Plan A as new parking demand generating square footage added in Building S2 is offset by a decrease in the drive ratio due to TDM measures. A similar situation exists between Existing and S2 and between Building 2C and S1 in Phasing Plan B.
In the month of peak demand, January, Figure 2 illustrates how demand would change over the course of a weekday.
User Group Existing S2 S1 S3 2I 2C S4 S5 2D/E
Employee 730 691 706 819 841 930 1047 1054 1072
Visitor/Patient 260 256 257 430 558 609 948 948 975
Resident 0 18 18 18 18 18 18 18 18
Visitor Housing Guest 0 0 0 0 0 0 0 16 16
Total 990 965 981 1267 1417 1557 2013 2036 2081
Cumulative Parking Demand by Building
User Group Existing S2 2C S1 S3 2I S4 S5 2D/E
Employee 730 691 839 807 919 930 1047 1054 1072
Visitor/Patient 260 256 313 309 482 609 948 948 975
Resident 0 18 18 18 18 18 18 18 18
Visitor Housing Guest 0 0 0 0 0 0 0 16 16
Total 990 965 1170 1134 1419 1557 2013 2036 2081
Cumulative Parking Demand by Building
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Figure 2: Weekday Hourly Demand in Peak Month at Buildout Source: Walker Consultants, 2018
Demand is generally at a peak from 10:00 AM until 2:00 PM and then begins to decline after 3:00 PM.
Figure 3 illustrates how the weekday peak parking demand varies by month throughout the year. -
500
1,000
1,500
2,000
2,500
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Figure 3: Weekday Peak Demand by Month at Buildout
Source: Walker Consultants, 2018
As noted earlier, parking demand tends to be higher in the first half of the year, before summer vacations and holidays in the second half of the year.
At this time, we project a peak parking demand of 2,081 parking spaces at PSJHC on a January weekday upon full Phase II implementation.
RECOMMENDATIONS
This study contains our firm’s best estimates of Saint John’s peak parking demand during and after implementation of its Phase II development program. Overall, we believe the assumptions used in our analysis are conservative. Phase II will be implemented over a long (20-25 year) time period, and there are a number of factors that may affect Saint John’s actual parking demand (and its need for parking supply to satisfy this demand). These factors include changes in mobility (i.e., reliance on other modes of transportation including public transit, rideshare, bicycling and walking), higher vehicle occupancy rates, and the particular uses Saint John’s implements within the Development Agreement’s broad use categories. As discussed further in the next section of this Study, we recommend that (a) Providence Saint John’s generally provide four-levels of parking in the first two stages of development and three to four levels of subterranean parking on the third Phase II development site, (b) Providence Saint John’s continue to prepare annual Parking Management Plan reports while it continues to utilize leased parking to meet peak parking demand, (c) this study be updated prior to commencing the fourth and fifth stages of Phase II implementation, and (d) the amount of parking to be provided in the fourth and fifth stages of development be determined based on the updated study(ies) prepared closer in time to these stages being constructed.
1750
1800
1850
1900
1950
2000
2050
2100
Interim Parking Plan
03 Section
PROVIDENCE SAINT JOHN’S PHASE II
INTERIM PARKING PLAN
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This study describes parking supply (existing and proposed, owned and leased) and demand on a stage-by-stage basis under both Phasing Plans proposed in Providence Saint John’s Phase II Master Plan. It first describes existing parking supply and demand followed by each individual stage under both Phasing Plans (Stages A1 through A5 and Stages B1 through B5). Because the Phase II Master Plan is proposed to be implemented over a long period of time and there may be significant changes to parking demand over time, we are recommending that the required parking supply beyond the first three stages be established after preparation of an updated parking demand study(ies). Nonetheless, we have prepared this analysis now based on our conservative assumptions about parking demand and preliminary assumptions for new owned parking supply to ensure that there will be parking capacity to satisfy demand, including construction worker parking, at each stage. For purposes of this study, we have assumed that PSJHC would continue to lease the same amount of parking as it is currently leasing until the end of the fourth stage. However, as discussed further below, we recommend that the appropriate amount of leased parking be re-evaluated each year as part of Providence Saint John’s annual Parking Management Plan reports.
Parking user groups and methods of operation at the conclusion of each stage are described for any new parking delivered in the stage, as well as any adjustments to parking in existence at the beginning of each stage.
Construction parking estimates, based on construction worker information for each building provided by McCarthy Building Companies Inc., have been incorporated during the build out of each stage. They are provided to ensure there will be sufficient parking during construction of each stage, in order to accommodate PSJHC parkers as well as construction workers. The construction parking estimates assume 100% of the construction workers estimated by McCarthy will be driving to work and are therefore conservative. Providence Saint John’s plans to encourage carpooling and alternative means of transportation for construction workers to the extent feasible. These estimates are provided to illustrate potential additional parking needs during each stage, in order to accommodate PSJHC parkers as well as construction workers, and represent peak values.
Table 8 outlines the use assumptions by stage.
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INTERIM PARKING PLAN
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Table 8: Program Uses by Stage
Phasing Plan A
Phasing Plan B
Source: PSJHC; Perkins Eastman; MRY Architects
Under both Phasing Plans, the first stage (Stage A1 and B1) consists of two separate parts – the Multifamily Housing (S2) Building and the remainder of the stage (S1 and S3 in Stage A1 and 2C in Stage B1). Since the Multifamily Housing (S2) Building is anticipated to be constructed first in advance of the remainder of the stage, this is shown separately as the beginning of Stages A1 and B1 respectively. In other stages, it is assumed that the buildings are constructed concurrently in order to be conservative.
Use Existing Stage A1 Stage A2 Stage A3 Stage A4 Stage A5 Unit of Measure Health-Related Services/Neighborhood Commercial 0 0 4,500 10,000 18,200 21,200 SF/Floor Area Restaurant/Coffee Shop 0 5,800 5,800 5,800 8,500 10,000 SF/Floor Area Phase I 477,675 475,000 475,000 475,000 475,000 475,000 SF/Floor Area Phase II Inpatient/Clinic 0 0 0 112,000 112,000 187,500 SF/Floor Area Phase II Ambulatory/Clinic 0 59,000 59,000 59,000 159,700 159,700 SF/Floor Area Health and Wellness 0 0 0 0 28,300 28,300 SF/Floor Area Medical Research Facilities 51,055 59,000 59,000 59,000 59,000 59,000 SF/Floor Area Medical Office Building 0 0 50,000 50,000 50,000 50,000 SF/Floor Area Education and Conference Center 0 0 0 0 59,000 59,000 SF/Floor Area Day Care 6,362 9,000 9,000 9,000 9,000 9,000 SF/Floor Area Child and Family Development Center 28,308 25,500 25,500 25,500 25,500 25,500 SF/Floor Area Visitor Housing 0 0 0 0 34 34 Units
Two-Bedroom (Market Rate) 0 8 8 8 8 8 Units
Two-Bedroom (Affordable) 0 2 2 2 2 2 Units
Cumulative Total
Hospital/Health Care
Replacement Multi-Family Housing
Use Existing Stage B1 Stage B2 Stage B3 Stage B4 Stage B5 Unit of Measure Health-Related Services/Neighborhood Commercial 0 5,500 5,500 10,000 18,200 21,200 SF/Floor Area Restaurant/Coffee Shop 0 0 5,800 5,800 8,500 10,000 SF/Floor Area Phase I 477,675 475,000 475,000 475,000 475,000 475,000 SF/Floor Area Phase II Inpatient/Clinic 0 112,000 112,000 112,000 112,000 187,500 SF/Floor Area Phase II Ambulatory/Clinic 0 0 59,000 59,000 159,700 159,700 SF/Floor Area Health and Wellness 0 0 0 0 28,300 28,300 SF/Floor Area Medical Research Facilities 51,055 51,055 59,000 59,000 59,000 59,000 SF/Floor Area Medical Office Building 0 0 0 50,000 50,000 50,000 SF/Floor Area Education and Conference Center 0 0 0 0 59,000 59,000 SF/Floor Area Day Care 6,362 6,362 9,000 9,000 9,000 9,000 SF/Floor Area Child and Family Development Center 28,308 28,308 25,500 25,500 25,500 25,500 SF/Floor Area Visitor Housing 0 0 0 0 34 34 Units
Two-Bedroom (Market Rate) 0 8 8 8 8 8 Units
Two-Bedroom (Affordable) 0 2 2 2 2 2 Units
Replacement Multi-Family Housing
Cumulative Total
Hospital/Health Care
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INTERIM PARKING PLAN
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EXISTING PARKING
As of March 1, 2018, PSJHC owned 755 spaces and leased 978 parking spaces. The following table details owned and leased parking supply, as well as user groups and methods of operation.
Table 9: PSJHC-Owned and Leased Parking as of December 1, 2017
Source: PSJHC
Based on the February 26, 2018 Parking Management Plan, we estimate a peak parking demand of 990 vehicles at PSJHC for existing conditions. Thus, there is a surplus of 743 spaces at peak compared with total supply (43% of total supply). As described in the 2018 Parking Management Plan, we generally recommend applying an “effective supply factor” to provide a cushion or buffer of empty spaces to reduce the time for parking patrons to find the last available spaces, to allow for the dynamics of vehicles moving in and out of spaces, and to account for spaces unavailable due to maintenance, misparked vehicles and debris such as glass, etc. Due to the parking operations at PSJHC’s existing parking facilities, most of the facilities operative efficiently even at full capacity because they are operated by valet attendants, used by employees that are very familiar with the facility they park in (often assisted by attendants), and/or because the “capacity” at certain leased facilities is based on actual demand/permits used. At the Held structure, an effective supply factor of 0.95 is applied to the self-park spaces used by employees because these spaces are within a garage used by other users. The effective supply of PSJHC’s existing facilities is 1721 spaces. Thus, even taking into consideration an appropriate cushion or buffer, there is a surplus of 731 spaces above peak parking demand.
PSJHC’s existing owned parking supply is 76% of existing peak parking demand.
Designation Lot Ownership Capacity User Group(s) Method of Operation A Koll Garage Leased 118 Staff Self-park
B Lot B PSJHC-Owned 139 Visitors/Patients Self-park with attendant C Lot C PSJHC-Owned 48 Physicians Self-park with attendant D Saint Anne's Leased 85 Staff/Students Self-park with attendant G Held Structure Leased 275 Staff/Volunteers/Students Mostly self-park H Lot H PSJHC-Owned 304 Staff Self-park with attendant
I Lot I PSJHC-Owned 145 Staff Self-park with attendant
J Colorado Center Leased 500 Staff Self-park
K ER Lot PSJHC-Owned 10 ER Patients Valet
L Loading Dock PSJHC-Owned 11 N/A Self-park
M West Lot PSJHC-Owned 90 Visitors/Patients Valet
N Entry Plaza PSJHC-Owned 8 Visitors/Patients Valet
Total 1733
PSJHC-Owned 755
Leased 978
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INTERIM PARKING PLAN
WALKER CONSULTANTS | 23
Figure 4 illustrates the PSJHC parking supply, including lots owned by PSJHC, the Koll Garage, the Held Structure, Colorado Center garage and the Saint Anne’s surface lot.
Figure 4: Map of Providence Saint John’s Health Center Parking Facilities (March 2018) Source: Google Earth Pro, Walker Consultants, 2018
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INTERIM PARKING PLAN
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PROJECTED PHASE II PARKING SUPPLY
Table 10 summarizes the parking supply anticipated to be added as part of the Phase II building program, subject to further review and appropriate adjustments in the latter stages of Phase II implementation for the reasons discussed below:
Table 10: Projected Phase II Parking
Source: PSJHC
+ - The parking configuration for this garage will consist primarily of tandem spaces. * - Walker recommends that the number of parking spaces to be provided in this building be reconsidered based on an updated Parking Demand Study prepared closer in time to construction of this building.
This projected parking supply (2,285 spaces) exceeds projected parking demand (2,081) upon completion of Phase II development. This is a 10% buffer/cushion of supply compared with peak parking demand. The recommend parking supply, including the appropriate buffer/cushion over the projected peak parking demand, (or “effective supply”) for the full Phase II implementation should be assessed closer in time to Phase II implementation based on the final operations plan and user groups for each of the parking locations.
Building Projected Phase II Parking Supply
S2 - Subterranean Garage 23 spaces
S1/S3 Subterranean Garage 4-levels subterranean, approx. 498 spaces 2I - Subterranean Garage and limited ground floor parking 4-levels subterranean, approx. 300 spaces 2C - Subterranean Garage 4-levels subterranean, approx. 195 spaces+ S4/S5 - Subterranean Garage 4-levels subterranean, approx. 1,029 spaces* 2D/E - Subterranean Garage 4-levels subterranean, approx. 211 spaces* Total 2,285 spaces
Existing Parking to Remain
Entry Plaza
Loading Dock
ER Lot
8 spaces
11 spaces
10 spaces
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INTERIM PARKING PLAN
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PHASING PLAN A
This Phasing Plan identifies the total parking supply and demand at the beginning and end of each construction phase. As discussed above, this Study assumes that Providence Saint John’s generally maintains its current supply of leased parking until the end of Stage A4; however, the amount of parking to be leased at any particular time should be revisited when Providence Saint John’s prepares its annual Parking Management Plan report.
This Study also assumes that the conditions stated for the beginning of each stage continue throughout the construction of that stage until construction of that stage ends. Also note that the first stage (Stage A1) consists of two separate parts – the Multifamily Housing (S2) Building and the remainder of the stage (S1 and S3). Since the Multifamily Housing (S2) Building is anticipated to be constructed first in advance of the remainder of the stage, this is shown separately as the beginning of Stage A1. In other stages, it is assumed that the buildings are constructed concurrently in order to be conservative.
Currently 76% of PSJHC’s peak parking demand is accommodated at owned parking locations. This Phasing Plan identifies the percentage of PSJHC’s peak parking demand that would be accommodated at owned parking locations at the end of each stage.
STAGE A1 – MULTI-FAMILY HOUSING (S2) BUILDING
BEGINNING OF STAGE A1 – MULTI-FAMILY HOUSING (S2) BUILDING SUPPLY
• A total of 89 parking spaces would be displaced in Lot H, reducing the parking supply from 1,733 spaces to 1,644 spaces.
DEMAND
• At the beginning of the stage, there would be a parking demand of 990 parking spaces. • The estimated peak construction parking demand is 60 spaces.
There would be a surplus of 594 spaces during the stage after accounting for peak construction parking demand.
END OF STAGE A1 – MULTI-FAMILY HOUSING (S2) BUILDING
SUPPLY
• A new underground parking garage under Building S2 (Replacement Multi-Family Housing) would add 23 spaces and would be a self-park garage mostly for residential tenants and guests, with a few spaces for retail parking.
• The total parking supply would increase from 1,644 to 1,667 parking spaces.
DEMAND
• Upon completion of Stage A1, Building S2, there would be a total demand of 965 parking spaces.
There would be a surplus of 702 spaces after Building S2 is open.
PROVIDENCE SAINT JOHN’S PHASE II
INTERIM PARKING PLAN
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STAGE A1 – CHILD & FAMILY DEVELOPMENT CENTER (S1) AND WEST AMBULATORY CARE & RESEARCH BUILDING (S3)
BEGINNING OF STAGE A1 – CHILD & FAMILY DEVELOPMENT CENTER (S1) AND WEST AMBULATORY CARE & RESEARCH BUILDING (S3)
SUPPLY
• A total of 284 parking spaces would be displaced in Lots B and I. • There would be some shifting of user groups at various parking locations as a portion of Lot H, which is currently used by staff, would be needed to accommodate Phase I visitor/patient vehicles. • The total supply would be 1,383 parking spaces.
DEMAND
• At the beginning of the stage, there would be a parking demand of 965 parking spaces. • The estimated construction parking peak demand is 205 spaces.
A surplus of 213 parking spaces would be present after accounting for peak construction parking demand.
END OF STAGE A1 – CHILD & FAMILY DEVELOPMENT CENTER (S1) AND WEST AMBULATORY CARE & RESEARCH BUILDING (S3)
SUPPLY
• A new four-level underground parking garage under Buildings S1 (Child and Family Development Center) and S3 (West Ambulatory Care and Research Building) would add 498 spaces on the South Campus. It would be a self-park garage, with attendants for tandem spaces, and would serve S1 and S3 staff and visitors/patients as well as Phase I visitors/patients. • Approximately 184 interim parking spaces could be available on the old JWCI/vacant residential site. If some or all of this area is used for construction staging, then this capacity would be reduced and more of the leased parking would be utilized.
• 22 spaces would be lost in the West Lot due to construction of a new driveway. • The total supply would be 2,043 parking spaces.
DEMAND
• There would be a total demand of 1,267 parking spaces at the end of Stage A1.
There would be a surplus of 776 spaces at the end of Stage A1. At the end of Stage A1, 84% of PSJHC’s peak parking demand would be accommodated at owned parking locations.
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Table 11: Parking Supply and Demand Summary at the End of Stage A1
Source: PSJHC; Perkins Eastman; MRY Architects; Walker Consultants STAGE A2 – 20TH STREET MEDICAL BUILDING (2I)
BEGINNING OF STAGE – 20TH STREET MEDICAL BUILDING (2I)
SUPPLY
• The former JWCI/vacant residential site may continue to be used for interim parking and/or construction staging. If the site is used for interim parking, it could serve existing visitor/patient parking demand and Lot H would no longer need to serve Phase I visitors/patients and would revert to only serve staff. If some or all of the old JWCI/vacant residential site is utilized for construction staging, then some or all of Lot H may continue to be used for Phase I visitors/patients and Phase I staff would continue to park at off-site leased facilities.
• The total supply would be 2,043 parking spaces.
DEMAND
• There would be a total demand of 1,267 parking spaces from existing and Stage A1 uses. • The estimated construction parking peak demand is 70 spaces.
There would be a surplus of 706 spaces during this stage after factoring in peak construction parking demand.
END OF STAGE – 20TH STREET MEDICAL BUILDING (2I)
SUPPLY
• The 20th Street Medical Building (2I), to be built along 20th Street on the North Campus, would include subterranean parking and limited at-grade parking located behind the street fronting commercial space with approximately 300 spaces. This garage would be a self-park garage and would be used to park the medical office building constructed above the parking, with additional parking to serve Phase I employees.
• The total supply would be 2,343 parking spaces.
S2 S3/S1
Start Finish Start Finish
Demand 990 990 965 965 1,267
Supply - Owned 755 666 689 405 1,065
Supply - Leased 978 978 978 978 978
Peak Const. Parking Demand 0 60 0 205 0
Total Supply 1,733 1,644 1,667 1,383 2,043
Total Demand 990 1,050 965 1,170 1,267
Surplus with Const. Parking 743 594 702 213 776
Existing
Stage A1
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DEMAND
• There would be new parking demand associated with the proposed medical office building. • There would be a total demand of 1,417 parking spaces at the end of the stage.
There would be a surplus of 926 spaces at the end of the stage. At the end of Stage A2, 96% of PSJHC’s peak parking demand would be accommodated at owned parking locations.
Table 12: Parking Supply and Demand Summary at the End of Stage A2
Source: PSJHC; Perkins Eastman; MRY Architects; Walker Consultants STAGE A3 - WEST AMBULATORY & ACUTE CARE BUILDING (2C)
BEGINNING OF STAGE - WEST AMBULATORY & ACUTE CARE BUILDING (2C) SUPPLY
• The rest of the West lot (68 spaces) would be removed. • The total supply would be 2,275 spaces.
DEMAND
• There would be parking demand for 1,417 parking spaces from existing, Stage A1 and Stage A2 uses. • Peak construction parking demand is estimated at 110 parking spaces.
There would be a surplus of 748 spaces during this stage after factoring in peak construction parking demand.
END OF STAGE - WEST AMBULATORY & ACUTE CARE BUILDING (2C) SUPPLY
• A new garage with 195, primarily tandem, spaces in a four-level below grade configuration would be built under Building 2C (West Ambulatory Care Building - North Campus). Because of the proposed S2 S3/S1
Start Finish Start Finish Start Finish
Demand 990 990 965 965 1,267 1,267 1,417
Supply - Owned 755 666 689 405 1,065 1,065 1,365
Supply - Leased 978 978 978 978 978 978 978
Peak Const. Parking Demand 0 60 0 205 0 70 0
Total Supply 1,733 1,644 1,667 1,383 2,043 2,043 2,343
Total Demand 990 1,050 965 1,170 1,267 1,337 1,417
Surplus with Const. Parking 743 594 702 213 776 706 926 Existing
Stage A1 Stage A2
2I
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tandem parking configuration, it would best serve 2C visitors/patients as well as Phase I visitors/patients who drop their vehicles with a valet at the North Campus Entry Plaza. • The overall parking supply would be 2,470 spaces.
DEMAND
• There would be new parking demand associated with the Building 2C uses. • There would be a total demand of 1,557 parking spaces at the end of this stage.
There would be a surplus of 913 spaces at the end of the stage. At the end of Stage A3, 96% of PSJHC’s peak parking demand would be accommodated at owned parking locations.
Table 13: Parking Supply and Demand Summary at the End of Stage A3
Source: PSJHC; Perkins Eastman; MRY Architects; Walker Consultants STAGE A4 - EDUCATION & CONFERENCE CENTER AND EAST AMBULATORY CARE & RESEARCH BUILDING (S4) AND VISITOR HOUSING (S5)
BEGINNING OF STAGE – EDUCATION & CONFERENCE CENTER AND EAST AMBULATORY CARE & RESEARCH BUILDING (S4) AND VISITOR HOUSING (S5)
SUPPLY
• A total of 416 spaces would be displaced at the beginning of the stage due to removal of the temporary surface lot added in Stage B (184 spaces), the loss of 17 additional spaces in Lot C, and the removal of the balance of Lot H (215 spaces).
• There would be 2,054 spaces available during Stage A4.
DEMAND
• There would be demand for 1,557 parking spaces from existing, Stage A1, Stage A2 and Stage A3 uses. • Peak construction parking demand is estimated at 245 parking spaces.
There would be a surplus of 252 spaces during this stage after factoring in peak construction parking demand.
S2 S3/S1
Start Finish Start Finish Start Finish Start Finish
Demand 990 990 965 965 1,267 1,267 1,417 1,417 1,557
Supply - Owned 755 666 689 405 1,065 1,065 1,365 1,297 1,492 Supply - Leased 978 978 978 978 978 978 978 978 978
Peak Const. Parking Demand 0 60 0 205 0 70 0 110 0
Total Supply 1,733 1,644 1,667 1,383 2,043 2,043 2,343 2,275 2,470 Total Demand 990 1,050 965 1,170 1,267 1,337 1,417 1,527 1,557 Surplus with Const. Parking 743 594 702 213 776 706 926 748 913 Existing
Stage A1 Stage A2
2I
Stage A3
2C
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END OF STAGE – EDUCATION & CONFERENCE CENTER AND EAST AMBULATORY CARE & RESEARCH BUILDING (S4) AND VISITOR HOUSING (S5)
SUPPLY
• It is estimated that the subterranean garage beneath the Education & Conference Center and East Ambulatory Care & Research Building (S4) and Visitor Housing (S5) building will include approximately 1,029 spaces in a four-level below-grade configuration and would serve Phase I visitors/patients, 2C employees, users/staff in Buildings S4 and S5, and staff previously utilizing leased parking. Once fully constructed and operational, there would be sufficient owned parking supply to meet peak parking demand. For purposes of this Study, we have assumed that 700 leased parking spaces would be released at the end of this stage and that 278 leased spaces would be maintained to provide a buffer and with the anticipation that owned spaces would be taken off-line as part of the next/Stage A5 construction period.
• The total supply would be 2,383 spaces.
DEMAND
• There would be new parking demand associated with the S4 and S5 uses. • There would be a total demand of 2,036 parking spaces at the end of the stage.
There would be a surplus of 347 spaces at the end of the stage. At the end of Stage A4, all of PSJHC’s peak parking demand would be accommodated at owned parking locations.
Table 14: Parking Supply and Demand Summary at the End of Stage A4
Source: PSJHC; Perkins Eastman; MRY Architects; Walker Consultants STAGE A5 - EAST AMBULATORY & ACUTE CARE BUILDING (2D/E) BEGINNING OF STAGE – EAST AMBULATORY & ACUTE CARE BUILDING (2D/E) SUPPLY
• The balance of Lot C, totaling 31 spaces, would be removed at the beginning of the stage. • The total parking supply would be 2,352 parking spaces.
S2 S3/S1
Start Finish Start Finish Start Finish Start Finish Start Finish Demand 990 990 965 965 1,267 1,267 1,417 1,417 1,557 1,557 2,036 Supply - Owned 755 666 689 405 1,065 1,065 1,365 1,297 1,492 1,076 2,105 Supply - Leased 978 978 978 978 978 978 978 978 978 978 278 Peak Const. Parking Demand 0 60 0 205 0 70 0 110 0 245 0 Total Supply 1,733 1,644 1,667 1,383 2,043 2,043 2,343 2,275 2,470 2,054 2,383 Total Demand 990 1,050 965 1,170 1,267 1,337 1,417 1,527 1,557 1,802 2,036 Surplus with Const. Parking 743 594 702 213 776 706 926 748 913 252 347 Existing
Stage A1 Stage A2
2I
Stage A3
2C
Stage A4
S4/S5
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DEMAND
• There would be demand of 2,036 parking spaces from existing, Stage A1, Stage A2, Stage A3 and Stage A4 uses.
• Peak construction parking demand is estimated at 110 parking spaces.
There would be a surplus of 206 spaces during this stage after factoring in peak construction parking demand.
END OF STAGE – EAST AMBULATORY & ACUTE CARE BUILDING (2D/E) SUPPLY
• It is estimated that the subterranean garage beneath the East Ambulatory & Acute Care Building (2D/E) will include approximately 211 spaces in a four-level below-grade configuration. Given its location, it would best serve 2D/E visitors/patients who utilize a valet, Phase I visitors/patients who drop their vehicles with a valet at the entry plaza, and Phase I physicians who self-park. • Staff in Buildings 2C and 2D/E would park in S1/S3, S4/S5 or 2I garages. • The remaining 278 leased parking spaces could be released. • The total supply would be 2,285 parking spaces, all owned by PSJHC.
DEMAND
• Upon completion of Stage A5, which consists of Building 2D/E, there would be a total demand of 2,081 parking spaces.
There would be a surplus of 204 spaces at the end of the stage, or approximately 10% of demand. The recommend parking supply, including the appropriate buffer/cushion over the projected peak parking demand, (or “effective supply”) for the full Phase II implementation should be assessed closer in time to Phase II implementation based on the final operations plan and user groups for each of the parking locations. At the end of Stage A5, all of PSJHC’s peak parking demand would be accommodated at owned parking locations. The following table summarizes the parking supply and demand by stage and at build-out.
Table 15: Parking Supply and Demand Summary at the End of Stage A5
Source: PSJHC; Perkins Eastman; MRY Architects; Walker Consultants S2 S3/S1
Start Finish Start Finish Start Finish Start Finish Start Finish Start Finish Demand 990 990 965 965 1,267 1,267 1,417 1,417 1,557 1,557 2,036 2,036 2,081 Supply - Owned 755 666 689 405 1,065 1,065 1,365 1,297 1,492 1,076 2,105 2,074 2,285 Supply - Leased 978 978 978 978 978 978 978 978 978 978 278 278 0 Peak Const. Parking Demand 0 60 0 205 0 70 0 110 0 245 0 110 0 Total Supply 1,733 1,644 1,667 1,383 2,043 2,043 2,343 2,275 2,470 2,054 2,383 2,352 2,285 Total Demand 990 1,050 965 1,170 1,267 1,337 1,417 1,527 1,557 1,802 2,036 2,146 2,081 Surplus with Const. Parking 743 594 702 213 776 706 926 748 913 252 347 206 204 Stage A5
2D/E Existing
Stage A1 Stage A2
2I
Stage A3
2C
Stage A4
S4/S5
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As explained in this Section and summarized in Table 16, below, Providence Saint John’s will improve its current ratio of owned parking supply to peak parking demand (76%) during Phase II implementation. At the completion of Stage A3, Providence Saint John’s will be able to accommodate 96% of its peak parking demand in owned parking facilities.
Table 16: Parking Demand and Owned Parking Supply Summary Phasing Plan A Source: Walker Consultants
* Walker recommends that the number of parking spaces to be provided in this stage be reconsidered based on an updated Parking Demand Study prepared closer in time to construction of this building.
Existing End of Stage A1 End of Stage A2 End of Stage A3 End of Stage A4* End of Stage A5* Total Demand 990 1267 1417 1557 2036 2081
Owned Spaces 755 1065 1365 1492 2105 2285
Owned as a % of Total Demand 76% 84% 96% 96% 103% 110%
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PHASING PLAN B
This Phasing Plan identifies the total parking supply and demand at the beginning and end of each construction phase. As discussed above, this study assumes that Providence Saint John’s generally maintains its current supply of leased parking until the end of Stage B4; however, the amount of parking to be leased at any particular time should be revisited when Providence Saint John’s prepares its annual Parking Management Plan report.
This study also assumes that the conditions stated for the beginning of each stage continue throughout the construction of that stage and continue until construction of that stage ends. Also note that the first stage (Stage B1) consists of two separate parts – the Multifamily Housing (S2) Building and the remainder of the stage (S1 and S3). Since the Multifamily Housing (S2) Building is anticipated to be constructed first in advance of the remainder of the stage, this is shown separately as the beginning of Stage B1. In other stages, it is assumed that the buildings are constructed concurrently in order to be conservative.
Currently 76% of PSJHC’s peak parking demand is accommodated at owned parking locations. This Phasing Plan identifies the percentage of PSJHC’s peak parking demand that would be accommodated at owned parking locations at the end of each stage.
STAGE B1 – MULTI-FAMILY HOUSING (S2) BUILDING
BEGINNING OF STAGE B1 – MULTI-FAMILY HOUSING (S2) BUILDING SUPPLY
• A total of 89 parking spaces would be displaced in Lot H, reducing the parking supply from 1,733 spaces to 1,644 spaces.
DEMAND
• At the beginning of this stage, there would be a demand for 990 parking spaces. • The estimated peak construction parking demand is 60 spaces.
There would be a surplus of 594 spaces during the stage after accounting for peak construction parking demand.
END OF STAGE B1 – MULTI-FAMILY HOUSING (S2) BUILDING
SUPPLY
• A new underground parking garage under Building S2 (Replacement Multi-Family Housing) would add 23 spaces and would be a self-park garage mostly for residential tenants and guests, with a few spaces for retail parking.
• The total parking supply would increase from 1,644 to 1,667 parking spaces.
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DEMAND
• Upon completion of Stage B1 (Building S2), there would be demand for an additional 20 parking spaces, offset by a projected 1%/5% patient-visitor/employee reduction in parking demand on the PSJHC campus as a whole due to ongoing TDM efforts.
• There would be a total demand of 965 parking spaces after Building S2 is open.
There would be a surplus of 702 spaces after Building S2 is open.
STAGE B1 - WEST AMBULATORY & ACUTE CARE BUILDING (2C)
BEGINNING OF STAGE B1 - WEST AMBULATORY & ACUTE CARE BUILDING (2C) SUPPLY
• A total of 68 spaces would be lost in the West Lot.
• The total supply would be 1,599 spaces (621 owned, 978 leased).
DEMAND
• There would be demand for 965 parking spaces.
• Peak construction parking demand in Stage B1 is estimated at 110 parking spaces.
There would be a surplus of 524 spaces during this stage after factoring in peak construction parking demand.
END OF STAGE B1 - WEST AMBULATORY & ACUTE CARE BUILDING (2C) SUPPLY
• A new garage with 195, primarily tandem, spaces in a four-level below grade configuration would be built under Building 2C (West Ambulatory Care Building - North Campus). Because of the proposed tandem parking configuration, it would best serve 2C visitors/patients as well as Phase I visitors/patients who drop their vehicles with a valet at the North Campus Entry Plaza. • The overall parking supply would be 1,794 spaces (816 owned, 978 leased) DEMAND
• There would be new parking demand associated with the Building 2C uses. • There would be a total demand of 1,125 parking spaces at the end of the stage.
There would be a surplus of 669 spaces at the end of the stage. At the end of Stage B1, 73% of PSJHC’s peak parking demand would be accommodated at owned parking locations.
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Table 17: Parking Supply and Demand Summary at the End of Stage B1
Source: PSJHC; Perkins Eastman; MRY Architects; Walker Consultants STAGE B2 – CHILD & FAMILY DEVELOPMENT CENTER (S1) AND WEST AMBULATORY CARE & RESEARCH BUILDING (S3)
BEGINNING OF STAGE B2 – CHILD & FAMILY DEVELOPMENT CENTER (S1) AND WEST AMBULATORY CARE & RESEARCH BUILDING (S3)
SUPPLY
• A total of 284 parking spaces would be displaced in Lots B and I. • There would be some shifting of user groups at various parking locations as a portion of Lot H, which is currently used by employees, would be needed to accommodate Phase I visitor/patient vehicles. • The total supply would be 1,510 parking spaces.
DEMAND
• Between the Existing demand, Building 2C, and Building S2, there would be a total demand of 1,125 parking spaces.
• The estimated construction parking peak demand is 205 spaces.
A surplus of 180 parking spaces would be present after accounting for peak construction parking demand.
END OF STAGE B2 – CHILD & FAMILY DEVELOPMENT CENTER (S1) AND WEST AMBULATORY CARE & RESEARCH BUILDING (S3)
SUPPLY
• A new four-level underground parking garage under Buildings S1 (Child and Family Development Center) and S3 (West Ambulatory Care and Research Building) would add 498 spaces on the South Campus. It would be a self-park garage, with attendants for tandem spaces, and would serve Buildings S1 and S3 staff and visitors/patients as well as Phase I visitors/patients. 2C
Start Finish Start Finish
Demand 990 990 965 965 1,125
Supply - Owned 755 666 689 621 816
Supply - Leased 978 978 978 978 978
Peak Const. Parking Demand 0 60 0 110 0
Total Supply 1,733 1,644 1,667 1,599 1,794
Total Demand 990 1,050 965 1,075 1,125
Surplus with Const. Parking 743 594 702 524 669
S2
Stage B1
Existing
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• Approximately 184 interim parking spaces could be available on the old JWCI/vacant residential site. If some or all of this area is used for construction staging, then this capacity would be reduced and more of the leased parking would be utilized.
• 22 spaces would be lost in the West Lot due to construction of a new driveway. • The total supply would be 2,170 parking spaces.
DEMAND
• There would be a total demand of 1,419 parking spaces at the end of Stage B2.
There would be a surplus of 751 spaces at the end of Stage B2. At the end of Stage B2, 84% of PSJHC’s peak parking demand would be accommodated at owned parking locations.
Table 18: Parking Supply and Demand Summary at the End of Stage B2
Source: PSJHC; Perkins Eastman; MRY Architects; Walker Consultants STAGE B3 - 20TH STREET MEDICAL BUILDING (2I)
BEGINNING OF STAGE – 20TH STREET MEDICAL BUILDING
SUPPLY
• Approximately 184 interim parking spaces could be available on the old JWCI/vacant residential site. If the site is used for interim parking, it could serve existing visitor/patient parking demand and Lot H would no longer need to serve Phase I visitors/patients and would revert to serve only staff. If some or all of the old JWCI/vacant residential site is utilized for construction staging, then some or all of Lot H may continue to be used for Phase I visitors/patients and Phase I staff would continue to park at off-site leased facilities.
• The total supply would be 2,170 parking spaces.
DEMAND
• There would be demand for 1,489 parking spaces from Existing, Stage B1 and Stage B2 uses. • There would be an estimated peak construction parking demand of 70 spaces. 2C S3/S1
Start Finish Start Finish Start Finish
Demand 990 990 965 965 1,125 1,125 1,419
Supply - Owned 755 666 689 621 816 532 1,192
Supply - Leased 978 978 978 978 978 978 978
Peak Const. Parking Demand 0 60 0 110 0 205 0
Total Supply 1,733 1,644 1,667 1,599 1,794 1,510 2,170
Total Demand 990 1,050 965 1,075 1,125 1,330 1,419
Surplus with Const. Parking 743 594 702 524 669 180 751 S2
Stage B1 Stage B2
Existing
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There would be a surplus of 681 spaces during the stage after factoring in peak construction parking demand.
END OF STAGE – 20TH STRET MEDICAL BUILDING
SUPPLY
• The 20th Street Medical Building (2I), to be built along 20th Street on the North Campus, would include subterranean parking and limited at-grade parking located behind the street fronting commercial space with approximately 300 spaces. This garage would be a self-park garage and would be used to park the medical office building constructed above the parking, with additional parking to serve Phase I employees.
• The overall parking supply would be 2,470 spaces.
DEMAND
• There would be new parking demand associated with the proposed medical office building. • There would be a total demand of 1,557 parking spaces at the end of the stage.
There would be a surplus of 913 spaces at the end of the stage. At the end of Stage B3, 96% of PSJHC’s peak parking demand would be accommodated at owned parking locations.
Table 19: Parking Supply and Demand Summary at the End of Stage B3
Source: PSJHC; Perkins Eastman; MRY Architects; Walker Consultants 2C S3/S1
Start Finish Start Finish Start Finish Start Finish
Demand 990 990 965 965 1,125 1,125 1,419 1,419 1,557
Supply - Owned 755 666 689 621 816 532 1,192 1,192 1,492 Supply - Leased 978 978 978 978 978 978 978 978 978
Peak Const. Parking Demand 0 60 0 110 0 205 0 70 0
Total Supply 1,733 1,644 1,667 1,599 1,794 1,510 2,170 2,170 2,470 Total Demand 990 1,050 965 1,075 1,125 1,330 1,419 1,489 1,557 Surplus with Const. Parking 743 594 702 524 669 180 751 681 913 S2
Stage B1 Stage B2 Stage B3
Existing 2I
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STAGE B4 - EDUCATION & CONFERENCE CENTER AND EAST AMBULATORY CARE & RESEARCH BUILDING (S4) AND VISITOR HOUSING (S5)
BEGINNING OF STAGE – EDUCATION & CONFERENCE CENTER AND EAST AMBULATORY CARE & RESEARCH BUILDING (S4) AND VISITOR HOUSING (S5)
SUPPLY
• A total of 416 spaces would be displaced at the beginning of this stage due to removal of the temporary surface lot added in Stage B (184 spaces), the loss of 17 additional spaces in Lot C, and the removal of the balance of Lot H (215 spaces).
• There would be 2,054 spaces available (1,076 owned, 978 leased) during Stage B4.
DEMAND
• There would be demand of 1,557 parking spaces from existing, Stage B1, Stage B2 and Stage B3 uses. • The peak construction parking demand is estimated at 245 parking spaces.
There would be a surplus of 252 spaces during this stage after factoring in peak construction parking demand.
END OF STAGE – EDUCATION & CONFERENCE CENTER AND EAST AMBULATORY CARE & RESEARCH BUILDING (S4) AND VISITOR HOUSING (S5)
SUPPLY
• It is estimated that the subterranean garage beneath the Education & Conference Center and East Ambulatory Care & Research Building (S4) and Visitor Housing (S5) Building will include approximately 1,029 spaces in a four-level below-grade configuration and would serve Phase I visitors/patients, 2C employees, users/staff in Buildings S4 and S5, and staff previously utilizing leased parking. Once fully constructed and operational, there would be sufficient owned parking supply to meet peak parking demand. For purposes of this report, we have assumed that 700 leased parking spaces would be released at the end of this stage and that 278 leased spaces would be maintained to provide a buffer and with the anticipation that owned spaces would be taken off-line as part of the next/Stage B5 construction period.
• The total supply would be 2,383 spaces (2,105 owned, 278 leased) DEMAND
• There would be new parking demand associated with the S4 and S5 uses, partially offset by increased TDM measures.
• There would be a total demand of 2,036 parking spaces at the end of the stage.
There would be a surplus of 347 spaces at the end of the stage. At the end of Stage B4, all of PSJHC’s peak parking demand would be accommodated at owned parking locations.
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Table 20: Parking Supply and Demand Summary at the End of Stage B4
Source: PSJHC; Perkins Eastman; MRY Architects; Walker Consultants STAGE B5 - EAST AMBULATORY & ACUTE CARE BUILDING (2D/E) BEGINNING OF STAGE – EAST AMBULATORY & ACUTE CARE BUILDING (2D/E) SUPPLY
• The balance of Lot C, totaling 31 spaces, would be removed at the beginning of the stage. • The total parking supply would be 2,352 parking spaces.
DEMAND
• There would be demand for 2,036 parking spaces from existing, Stage B1, Stage B2, Stage B3 and Stage B4 uses.
• The peak construction parking demand is estimated at 110 parking spaces.
There would be a surplus of 206 spaces during the stage after factoring in peak construction parking demand.
END OF STAGE – EAST AMBULATORY & ACUTE CARE BUILDING (2D/E) SUPPLY
• At this time, it is assumed that the subterranean garage beneath the East Ambulatory & Acute Care Building (Building 2D/E) will include approximately 211 spaces in a four-level below-grade configuration.
Given its location, it would best serve Building 2D/E visitors/patients who utilize a valet, Phase I visitors/patients who drop their vehicles with a valet at the entry plaza and Phase I physicians who selfpark. • Staff in Buildings 2C and 2D/E would park in S1/S3, S4/S5 or 2I garages. • The remaining 278 leased parking spaces could be released. • The total supply would be 2,285 parking spaces, all owned by PSJHC.
DEMAND
• Upon completion of Stage B5, which consists of Building 2D/E, there would be a total demand of 2,081 parking spaces at the end of the stage.
2C S3/S1
Start Finish Start Finish Start Finish Start Finish Start Finish Demand 990 990 965 965 1,125 1,125 1,419 1,419 1,557 1,557 2,036 Supply - Owned 755 666 689 621 816 532 1,192 1,192 1,492 1,076 2,105 Supply - Leased 978 978 978 978 978 978 978 978 978 978 278 Peak Const. Parking Demand 0 60 0 110 0 205 0 70 0 245 0 Total Supply 1,733 1,644 1,667 1,599 1,794 1,510 2,170 2,170 2,470 2,054 2,383 Total Demand 990 1,050 965 1,075 1,125 1,330 1,419 1,489 1,557 1,802 2,036 Surplus with Const. Parking 743 594 702 524 669 180 751 681 913 252 347 S2
Stage B1 Stage B2 Stage B3 Stage B4
Existing 2I S4/S5
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INTERIM PARKING PLAN
WALKER CONSULTANTS | 40
There would be a surplus of 204 spaces at the end of the stage, or approximately 10% of demand. The recommend parking supply, including the appropriate buffer/cushion over the projected peak parking demand, (or “effective supply”) for the full Phase II implementation should be assessed closer in time to Phase II implementation based on the final operations plan and user groups for each of the parking locations. At the end of Stage B5, all of PSJHC’s peak parking demand would be accommodated at owned parking locations. The following table summarizes the parking supply and demand by stage and at build-out.
Table 21: Parking Supply and Demand Summary at the End of Stage B5
Source: PSJHC; Perkins Eastman; MRY Architects; Walker Consultants As explained in this Section and summarized in Table 22, below, Providence Saint John’s will improve its current ratio of owned parking supply to peak parking demand (76%) during Phase II implementation. At the completion of Stage B3, Providence Saint John’s will be able to accommodate 96% of its peak parking demand in owned parking facilities.
Table 22: Parking Demand and Owned Parking Supply Summary Phasing Plan B Source: Walker Consultants
* Walker recommends that the number of parking spaces to be provided in this stage be reconsidered based on an updated Parking Demand Study prepared closer in time to construction of this building.
CONCLUSIONS AND RECOMMENDATIONS:
1. Providence Saint John’s will be able to satisfy its peak parking demand and construction parking at each stage of Phase II development under both of the potential Phase II implementation scenarios through a combination of leased and owned parking and without increasing Providence Saint John’s reliance on leased parking.
2. Upon full Phase II implementation, Providence Saint John’s will be able to satisfy its peak parking demand with owned parking and will no longer need to lease parking. 2C S3/S1
Start Finish Start Finish Start Finish Start Finish Start Finish Start Finish Demand 990 990 965 965 1,125 1,125 1,419 1,419 1,557 1,557 2,036 2,036 2,081 Supply - Owned 755 666 689 621 816 532 1,192 1,192 1,492 1,076 2,105 2,074 2,285 Supply - Leased 978 978 978 978 978 978 978 978 978 978 278 278 0 Peak Const. Parking Demand 0 60 0 110 0 205 0 70 0 245 0 110 0 Total Supply 1,733 1,644 1,667 1,599 1,794 1,510 2,170 2,170 2,470 2,054 2,383 2,352 2,285 Total Demand 990 1,050 965 1,075 1,125 1,330 1,419 1,489 1,557 1,802 2,036 2,146 2,081 Surplus with Const. Parking 743 594 702 524 669 180 751 681 913 252 347 206 204 Stage B5
S2
Stage B1 Stage B2 Stage B3 Stage B4
Existing 2I S4/S5 2D/E
Existing End of Stage B1 End of Stage B2 End of Stage B3 End of Stage B4* End of Stage B5* Total Demand 990 1125 1419 1557 2036 2081
Owned Spaces 755 816 1192 1492 2105 2285
Owned as a % of Total Demand 76% 73% 84% 96% 103% 110%
PROVIDENCE SAINT JOHN’S PHASE II
INTERIM PARKING PLAN
WALKER CONSULTANTS | 41
3. We recommend that Providence Saint John’s construct four levels of subterranean parking on the first two Phase II development sites (except for the 10-unit Multifamily Housing (S2) building site) and three to four levels of subterranean parking on the third Phase II development site. This will allow Providence Saint John’s to significantly improve its ratio of owned parking supply to peak parking demand by the end of the third stage from the current 76% to 84%-96%.
4. We recommend that the amount of parking to be developed in the last two stages of Phase II implementation be established closer in time to the last two stages being constructed based on an update of this study. Modes of transportation and the need for auto parking will very likely change during Phase II’s 20-25 year implementation. More empirical data with respect to Providence Saint John’s parking demand will become available as Phase II development is open and occupied. In addition, updated information about how the Phase II parking locations are being used (which user groups) and operated (valet/attendant or self park) will be available. Establishing the parking to be developed in the last two stages of Phase II implementation closer in time to these stages being constructed will allow Providence Saint John’s and the City to “right-size” the parking.
5. So long as Providence Saint John’s continues to rely upon leased parking to meet its peak parking demand, we recommend that Providence Saint John’s continue to prepare annual Parking Management Plan reports documenting its owned and leased parking supply, its parking demand by user group, the user groups parking at each parking location, and the operations (valet, attendant, self-park) at each parking location. This will provide an important annual check-in to revisit the appropriate amount of leased parking during Phase II implementation, the appropriate buffer of spaces that should be provided, and whether changes to the use and/or operations of the parking supply (such as redistribution of user groups) are prudent.
Parking Operations Plan
04 Section
PROVIDENCE SAINT JOHN’S PHASE II
PARKING OPERATIONS PLAN
WALKER CONSULTANTS | 42
Current parking operations at Providence Saint John’s Health Center (“PSJHC”), as reflected in the February 2018 Parking Management Plan, were previously shown in Table 9.
Several adjustments to parking are expected during build-out of PSJHC Phase II. The Parking Operations Plan at build-out is based upon the owned parking supply assumptions included in the Interim Parking Plan (Section 3 of this study) and on parking demand by user group based on currently available information. Given that modes of transportation and the need for auto parking will very likely change during Phase II’s 20-25 year implementation, the Phase II use categories are broad, the parking characteristics of the specific programs that will be located in the Phase II buildings may vary, and that there may be significant changes in parking demand over time, the parking supply for the last two stages (A4-A5 and B4-B5) should be determined closer in time to construction of these stages based on an updated Parking Demand Study(ies). As such, the parking operations plan for Phase II build-out will need to be reconsidered closer to construction of the last stages of Phase II.
AT COMPLETION OF PHASE II
The following table details the user groups and method of operation by parking location at the completion of Phase II based on current assumptions. As discussed in Section 3, during Phase II implementation, the user groups and method of operation for each parking location will be established and revisited during PSJHC’s annual Parking Management Plan reports. The table takes into account the possible alternative where parking for S2 is provided under S4/S5 instead of underneath S2.
The appropriate parking supply, including the appropriate buffer/cushion over the projected peak parking demand, (or “effective supply”) for the full Phase II implementation should be assessed closer in time to Phase II implementation based on the final operations plan and user groups for each of the parking locations.
PARKING OPERATIONS PLAN
PROVIDENCE SAINT JOHN’S PHASE II
PARKING OPERATIONS PLAN
WALKER CONSULTANTS | 43
Table 23: User Group(s) and Method of Operation of PSJHC Parking at Completion of Phase II Lot/Garage Name Location User Groups Method of Operation Number of Spaces S1/S3 South Campus Child & Family Development Center (S1) and West Ambulatory Care & Research
Building (S3) parkers (staff and
visitors/patients); West Ambulatory &
Acute Care Building (2C) staff
Self-park; possible
attendant for
tandem
4-levels
subterranean,
approx. 498
S2 South Campus Multifamily Housing (S2) residents;
Multifamily Housing (S2) retail
Self-park 23
2I North Campus 20th Street Medical Building (2I)
(staff, physicians & patients);
Phase I (North Campus) staff
Self-park; possible
attendant for
tandem
4-levels
subterranean,
approx. 300
S4/S5 South Campus Education & Conference Center and
East Ambulatory Care & Research
Building (S4), Saint John’s Café, and
Visitor Housing (S5) parkers (staff and
visitors/patients); Phase I (North Campus)
staff; East Ambulatory & Acute Care
Building (2D/E) staff
(Optional – Multifamily Housing (S2)
residents and retail)
Self-park; possible
attendant for
tandem
4-levels
subterranean,
approx. 1,029*
2C North Campus West Ambulatory & Acute Care Building
(2C) visitors/patients; Phase I (North
Campus) visitors/patients
Valet 4-levels
subterranean,
approx. 195
2D/E North Campus East Ambulatory & Acute Care Building (2D/E) and Mullin Plaza Café
visitors/patients; Phase I (North Campus)
visitors/patients and physicians
Valet for
visitors/patients; selfpark for physicians
4-levels
subterranean,
approx. 211*
Entry Plaza North Campus Phase I (North Campus) visitors/patients Valet 8 ER Lot North Campus Phase I (North Campus) visitors/patients Valet 10 Loading Dock North Campus Phase I (North Campus) staff Self-park 11
Source: Walker Consultants
* Walker recommends that the number of parking spaces to be provided in this stage be reconsidered based on an updated Parking Demand Study prepared closer in time to construction of this building.
Phasing Plan B Alternative 1
05 Section
PROVIDENCE SAINT JOHN’S PHASE II
PHASING PLAN B ALTERNATIVE 1
WALKER CONSULTANTS | 44
This section documents the results of the shared parking analysis and demand by phase analysis for the following scenario, here forth dubbed Phasing Plan B Alternative 1:
• Identical Phase/building order as Phasing Plan B
• 2C (part of Stage B1) analyzed as a hybrid ambulatory/clinic/research care facility consisting of 77,300 square feet of medical research and 34,700 square feet of ambulatory care/clinic. o “Phasing Plan B” analyzed 2C as 112,000 square feet of inpatient/clinic uses. • 200 parking spaces constructed under 2I (Stage B3).
o “Phasing Plan B” analyzed 300 parking spaces under 2I. • No parking under S2 (part of Stage B1) – S2 parking accommodated in Lot H (interim) and under S4/S5 (final condition).
Table 24 outlines the use assumptions by stage for Phasing Plan B Alternative 1.
Table 24: Phasing Plan B Alternative 1 Program Uses
Source: PSJHC; Perkins Eastman; MRY Architects
Table 25 details peak parking demand for different user groups by stage. The peak parking demand shown is cumulative, through the end of each stage. The peak parking demand is at 2:00 PM on weekdays in January.
Use Existing Stage B1 Stage B2 Stage B3 Stage B4 Stage B5 Unit of Measure Health-Related Services/Neighborhood Commercial 0 5,500 5,500 10,000 18,200 21,200 SF/Floor Area Restaurant/Coffee Shop 0 0 5,800 5,800 8,500 10,000 SF/Floor Area Phase I 477,675 475,000 475,000 475,000 475,000 475,000 SF/Floor Area Phase II Inpatient/Clinic 0 0 0 0 0 75,500 SF/Floor Area Phase II Ambulatory/Clinic 0 34,700 93,700 93,700 194,400 194,400 SF/Floor Area Health and Wellness 0 0 0 0 28,300 28,300 SF/Floor Area Medical Research Facilities 51,055 128,355 136,300 136,300 136,300 136,300 SF/Floor Area Medical Office Building 0 0 0 50,000 50,000 50,000 SF/Floor Area Education and Conference Center 0 0 0 0 59,000 59,000 SF/Floor Area Day Care 6,362 6,362 9,000 9,000 9,000 9,000 SF/Floor Area Child and Family Development Center 28,308 28,308 25,500 25,500 25,500 25,500 SF/Floor Area Visitor Housing 0 0 0 0 34 34 Units
Two-Bedroom (Market Rate) 0 8 8 8 8 8 Units
Two-Bedroom (Affordable) 0 2 2 2 2 2 Units
Replacement Multi-Family Housing
Cumulative Total
Hospital/Health Care
PHASING PLAN B ALTERNATIVE 1
PROVIDENCE SAINT JOHN’S PHASE II
PHASING PLAN B ALTERNATIVE 1
WALKER CONSULTANTS | 45
Table 25: Phasing Plan B Alternative 1 Cumulative Parking Demand Phasing Plan B Alternative 1
Source: Walker Consultants
Note there is a decrease in the parking demand from Existing to Phase II Building S2 as new parking demand generating square footage added in Building S2 is offset by a decrease in the drive ratio due to TDM measures. A similar situation exists between Building 2C and Building S1.
In the month of peak demand, January, Figure 5 illustrates how demand would change over the course of a weekday.
Figure 5: Phasing Plan B Alternative 1 - Weekday Hourly Demand in Peak Month at Buildout Source: Walker Consultants, 2019
User Group Existing S2 2C S1 S3 2I S4 S5 2D/E
Employee 730 691 839 807 919 931 1048 1055 1073
Visitor/Patient 260 256 388 384 556 683 1020 1020 1048
Resident 0 18 18 18 18 18 18 18 18
Visitor Housing Guest 0 0 0 0 0 0 0 16 16
Total 990 965 1245 1209 1493 1632 2086 2109 2155
Cumulative Parking Demand by Building
-
500
1,000
1,500
2,000
2,500
6:00
AM
7:00
AM
8:00
AM
9:00
AM
10:00
AM
11:00
AM
12:00
PM
1:00
PM
2:00
PM
3:00
PM
4:00
PM
5:00
PM
6:00
PM
7:00
PM
8:00
PM
9:00
PM
10:00
PM
11:00
PM
12:00
AM
PROVIDENCE SAINT JOHN’S PHASE II
PHASING PLAN B ALTERNATIVE 1
WALKER CONSULTANTS | 46
Demand is generally at a peak from 10:00 AM until 2:00 PM and then begins to decline after 3:00 PM.
At this time, we project a peak parking demand of 2,155+ parking spaces at PSJHC based on Phasing Plan B Alternative 1, on a January weekday upon full Phase II implementation.
PHASING PLAN B ALTERNATIVE 1 – INTERIM PARKING PLAN
STAGE B1A – MULTI-FAMILY HOUSING (S2) BUILDING
BEGINNING OF STAGE B1A – MULTI-FAMILY HOUSING (S2) BUILDING SUPPLY
• A total of 89 parking spaces would be displaced in Lot H, reducing the parking supply from 1,733 spaces to 1,644 spaces.
DEMAND
• At the beginning of this stage, there would be a demand for 990 parking spaces. • The estimated peak construction parking demand is 60 spaces.
There would be a surplus of 594 spaces during the stage after accounting for peak construction parking demand.
END OF STAGE B1A – MULTI-FAMILY HOUSING (S2) BUILDING
SUPPLY
• No new parking capacity would be created in Stage B1A. • The total parking supply would remain at 1,644 parking spaces.
DEMAND
• Upon completion of Stage B1A (Building S2), there would be demand for an additional 20 parking spaces, offset by a projected 1%/5% patient-visitor/employee reduction in parking demand on the PSJHC campus as a whole due to ongoing TDM efforts.
• There would be a total demand of 965 parking spaces after Building S2 is open.
There would be a surplus of 679 spaces after Building S2 is open.
PROVIDENCE SAINT JOHN’S PHASE II
PHASING PLAN B ALTERNATIVE 1
WALKER CONSULTANTS | 47
STAGE B1A - WEST AMBULATORY & RESEARCH BUILDING (2C)
BEGINNING OF STAGE B1A - WEST AMBULATORY & RESEARCH BUILDING (2C) SUPPLY
• A total of 68 spaces would be lost in the West Lot.
• The total supply would be 1,576 spaces (598 owned, 978 leased).
DEMAND
• There would be demand for 965 parking spaces.
• Peak construction parking demand in Stage B1 is estimated at 110 parking spaces.
There would be a surplus of 501 spaces during this stage after factoring in peak construction parking demand.
END OF STAGE B1A - WEST AMBULATORY & RESEARCH BUILDING (2C) SUPPLY
• A new garage with 195, primarily tandem, spaces in a four-level below grade configuration would be built under Building 2C (West Ambulatory Care - Research Building - North Campus). Because of the proposed tandem parking configuration, it would best serve 2C visitors/patients as well as Phase I visitors/patients who drop their vehicles with a valet at the North Campus Entry Plaza. • The overall parking supply would be 1,771 spaces (793 owned, 978 leased) DEMAND
• There would be new parking demand associated with the Building 2C uses. • There would be a total demand of 1,245 parking spaces at the end of the stage.
There would be a surplus of 526 spaces at the end of the stage. At the end of Stage B1A, 64% of PSJHC’s peak parking demand would be accommodated at owned parking locations.
PROVIDENCE SAINT JOHN’S PHASE II
PHASING PLAN B ALTERNATIVE 1
WALKER CONSULTANTS | 48
Table 26: Parking Supply and Demand Summary at the End of Stage B1A
Source: PSJHC; Perkins Eastman; MRY Architects; Walker Consultants STAGE B2A – CHILD & FAMILY DEVELOPMENT CENTER (S1) AND WEST AMBULATORY CARE & RESEARCH BUILDING (S3)
BEGINNING OF STAGE B2A – CHILD & FAMILY DEVELOPMENT CENTER (S1) AND WEST AMBULATORY CARE & RESEARCH BUILDING (S3)
SUPPLY
• A total of 284 parking spaces would be displaced in Lots B and I. • There would be some shifting of user groups at various parking locations as a portion of Lot H, which is currently used by employees, would be needed to accommodate Phase I visitor/patient vehicles. • The total supply would be 1,487 parking spaces.
DEMAND
• Between the Existing demand, Building 2C, and Building S2, there would be a total demand of 1,245 parking spaces.
• The estimated construction parking peak demand is 205 spaces.
A surplus of 37 parking spaces would be present after accounting for peak construction parking demand.
END OF STAGE B2A – CHILD & FAMILY DEVELOPMENT CENTER (S1) AND WEST AMBULATORY CARE & RESEARCH BUILDING (S3)
SUPPLY
• A new four-level underground parking garage under Buildings S1 (Child and Family Development Center) and S3 (West Ambulatory Care and Research Building – South Campus) would add 498 spaces on the South Campus. It would be a self-park garage, with attendants for tandem spaces, and would serve Buildings S1 and S3 staff and visitors/patients as well as Phase I visitors/patients. 2C
Start Finish Start Finish
Demand 990 990 965 965 1,245
Supply - Owned 755 666 666 598 793
Supply - Leased 978 978 978 978 978
Peak Const. Parking Demand 0 60 0 110 0
Total Supply 1,733 1,644 1,644 1,576 1,771
Total Demand 990 1,050 965 1,075 1,245
Surplus with Const. Parking 743 594 679 501 526
S2
Stage B1A
Existing
PROVIDENCE SAINT JOHN’S PHASE II
PHASING PLAN B ALTERNATIVE 1
WALKER CONSULTANTS | 49
• Approximately 184 interim parking spaces could be available on the old JWCI/vacant residential site. If some or all of this area is used for construction staging, then this capacity would be reduced and more of the leased parking would be utilized.
• 22 spaces would be lost in the West Lot due to construction of a new driveway. • The total supply would be 2,147 parking spaces.
DEMAND
• There would be a total demand of 1,493 parking spaces at the end of Stage B2A.
There would be a surplus of 654 spaces at the end of Stage B2A. At the end of Stage B2, 78% of PSJHC’s peak parking demand would be accommodated at owned parking locations.
Table 27: Parking Supply and Demand Summary at the End of Stage B2
Source: PSJHC; Perkins Eastman; MRY Architects; Walker Consultants STAGE B3A - 20TH STREET MEDICAL BUILDING (2I)
BEGINNING OF STAGE B3A – 20TH STREET MEDICAL BUILDING
SUPPLY
• Approximately 184 interim parking spaces could be available on the old JWCI/vacant residential site. If the site is used for interim parking, it could serve existing visitor/patient parking demand and Lot H would no longer need to serve Phase I visitors/patients and would revert to serve only staff. If some or all of the old JWCI/vacant residential site is utilized for construction staging, then some or all of Lot H may continue to be used for Phase I visitors/patients and Phase I staff would continue to park at off-site leased facilities.
• The total supply would be 2,147 parking spaces.
DEMAND
• There would be demand for 1,493 parking spaces from Existing, Stage B1A and Stage B2A uses. • There would be an estimated peak construction parking demand of 70 spaces. 2C S3/S1
Start Finish Start Finish Start Finish
Demand 990 990 965 965 1,245 1,245 1,493
Supply - Owned 755 666 666 598 793 509 1,169
Supply - Leased 978 978 978 978 978 978 978
Peak Const. Parking Demand 0 60 0 110 0 205 0
Total Supply 1,733 1,644 1,644 1,576 1,771 1,487 2,147
Total Demand 990 1,050 965 1,075 1,245 1,450 1,493
Surplus with Const. Parking 743 594 679 501 526 37 654
S2
Stage B1A Stage B2A
Existing
PROVIDENCE SAINT JOHN’S PHASE II
PHASING PLAN B ALTERNATIVE 1
WALKER CONSULTANTS | 50
There would be a surplus of 584 spaces during the stage after factoring in peak construction parking demand.
END OF STAGE B3A – 20TH STRET MEDICAL BUILDING
SUPPLY
• The 20th Street Medical Building (2I), to be built along 20th Street on the North Campus, would include subterranean parking and limited at-grade parking located behind the street fronting commercial space with approximately 200 spaces. This garage would be a self-park garage and would be used to park the medical office building constructed above the parking, with additional parking to serve Phase I employees.
• The overall parking supply would be 2,347 spaces.
DEMAND
• There would be new parking demand associated with the proposed medical office building. • There would be a total demand of 1,632 parking spaces at the end of the stage.
There would be a surplus of 715 spaces at the end of the stage. At the end of Stage B3, 84% of PSJHC’s peak parking demand would be accommodated at owned parking locations.
Table 28: Parking Supply and Demand Summary at the End of Stage B3
Source: PSJHC; Perkins Eastman; MRY Architects; Walker Consultants 2C S3/S1
Start Finish Start Finish Start Finish Start Finish
Demand 990 990 965 965 1,245 1,245 1,493 1,493 1,632
Supply - Owned 755 666 666 598 793 509 1,169 1,169 1,369 Supply - Leased 978 978 978 978 978 978 978 978 978
Peak Const. Parking Demand 0 60 0 110 0 205 0 70 0
Total Supply 1,733 1,644 1,644 1,576 1,771 1,487 2,147 2,147 2,347 Total Demand 990 1,050 965 1,075 1,245 1,450 1,493 1,563 1,632 Surplus with Const. Parking 743 594 679 501 526 37 654 584 715 S2
Stage B1A Stage B2A Stage B3A
Existing 2I
PROVIDENCE SAINT JOHN’S PHASE II
PHASING PLAN B ALTERNATIVE 1
WALKER CONSULTANTS | 51
STAGE B4A - EDUCATION & CONFERENCE CENTER AND EAST AMBULATORY CARE & RESEARCH BUILDING (S4) AND VISITOR HOUSING (S5)
BEGINNING OF STAGE B4A – EDUCATION & CONFERENCE CENTER AND EAST AMBULATORY CARE & RESEARCH BUILDING (S4) AND VISITOR HOUSING (S5)
SUPPLY
• A total of 416 spaces would be displaced at the beginning of this stage due to removal of the temporary surface lot added in Stage B (184 spaces), the loss of 17 additional spaces in Lot C, and the removal of the balance of Lot H (215 spaces).
• There would be 1,931 spaces available (953 owned, 978 leased) during Stage B4A.
DEMAND
• There would be demand of 1,632 parking spaces from existing, Stage B1A, Stage B2A and Stage B3A uses.
• The peak construction parking demand is estimated at 245 parking spaces.
There would be a surplus of 54 spaces during this stage after factoring in peak construction parking demand.
END OF STAGE B4A – EDUCATION & CONFERENCE CENTER AND EAST AMBULATORY CARE & RESEARCH BUILDING (S4) AND VISITOR HOUSING (S5)
SUPPLY
• It is estimated that the subterranean garage beneath the Education & Conference Center and East Ambulatory Care & Research Building (S4) and Visitor Housing (S5) Building will include approximately 1,029 spaces in a four-level below-grade configuration and would serve Phase I visitors/patients, 2C employees, users/staff in Buildings S4 and S5, and staff previously utilizing leased parking. Once fully constructed and operational, there would be sufficient owned parking supply to meet peak parking demand. For purposes of this report, we have assumed that 700 leased parking spaces would be released at the end of this stage and that 278 leased spaces would be maintained to provide a buffer and with the anticipation that owned spaces would be taken off-line as part of the next/Stage B5A construction period.
• The total supply would be 2,260 spaces (1,982 owned, 278 leased) DEMAND
• There would be new parking demand associated with the S4 and S5 uses, partially offset by increased TDM measures.
• There would be a total demand of 2,109 parking spaces at the end of the stage.
There would be a surplus of 151 spaces at the end of the stage. At the end of Stage B4, 94% of PSJHC’s peak parking demand would be accommodated at owned parking locations.
PROVIDENCE SAINT JOHN’S PHASE II
PHASING PLAN B ALTERNATIVE 1
WALKER CONSULTANTS | 52
Table 29: Parking Supply and Demand Summary at the End of Stage B4
Source: PSJHC; Perkins Eastman; MRY Architects; Walker Consultants STAGE B5A - EAST AMBULATORY & ACUTE CARE BUILDING (2D/E) BEGINNING OF STAGE B5A – EAST AMBULATORY & ACUTE CARE BUILDING (2D/E) SUPPLY
• The balance of Lot C, totaling 31 spaces, would be removed at the beginning of the stage. • The total parking supply would be 2,229 parking spaces.
DEMAND
• There would be demand for 2,109 parking spaces from existing, Stage B1A, Stage B2A, Stage B3A and Stage B4A uses.
• The peak construction parking demand is estimated at 110 parking spaces.
There would be a surplus of 10 spaces during the stage after factoring in peak construction parking demand.
END OF STAGE B5A – EAST AMBULATORY & ACUTE CARE BUILDING (2D/E) SUPPLY
• At this time, it is assumed that the subterranean garage beneath the East Ambulatory & Acute Care Building (Building 2D/E) will include approximately 211 spaces in a four-level below-grade configuration.
Given its location, it would best serve Building 2D/E visitors/patients who utilize a valet, Phase I visitors/patients who drop their vehicles with a valet at the entry plaza and Phase I physicians who selfpark. • Staff in Buildings 2C and 2D/E would park in S1/S3, S4/S5 or 2I garages. • The remaining 278 leased parking spaces could be released. • The total supply would be 2,162 parking spaces, all owned by PSJHC.
DEMAND
• Upon completion of Stage B5A, which consists of Building 2D/E, there would be a total demand of 2,155 parking spaces at the end of the stage.
2C S3/S1
Start Finish Start Finish Start Finish Start Finish Start Finish Demand 990 990 965 965 1,245 1,245 1,493 1,493 1,632 1,632 2,109 Supply - Owned 755 666 666 598 793 509 1,169 1,169 1,369 953 1,982 Supply - Leased 978 978 978 978 978 978 978 978 978 978 278 Peak Const. Parking Demand 0 60 0 110 0 205 0 70 0 245 0 Total Supply 1,733 1,644 1,644 1,576 1,771 1,487 2,147 2,147 2,347 1,931 2,260 Total Demand 990 1,050 965 1,075 1,245 1,450 1,493 1,563 1,632 1,877 2,109 Surplus with Const. Parking 743 594 679 501 526 37 654 584 715 54 151 S2
Stage B1A Stage B2A Stage B3A Stage B4A
Existing 2I S4/S5
PROVIDENCE SAINT JOHN’S PHASE II
PHASING PLAN B ALTERNATIVE 1
WALKER CONSULTANTS | 53
There would be a surplus of 7 spaces at the end of the stage, or approximately 0.3% of demand. The recommend parking supply, including the appropriate buffer/cushion over the projected peak parking demand, (or “effective supply”) for the full Phase II implementation should be assessed closer in time to Phase II implementation based on the final operations plan and user groups for each of the parking locations. At the end of Stage B5A, all of PSJHC’s peak parking demand would be accommodated at owned parking locations. The following table summarizes the parking supply and demand by stage and at build-out.
Table 30: Parking Supply and Demand Summary at the End of Stage B5A
Source: PSJHC; Perkins Eastman; MRY Architects; Walker Consultants As explained in this Section and summarized in Table 31, below, Providence Saint John’s will improve its current ratio of owned parking supply to peak parking demand during Phase II implementation.
Table 31: Parking Demand and Owned Parking Supply Summary Phasing Plan B Alternative 1 Source: Walker Consultants
* Walker recommends that the number of parking spaces to be provided in this stage be reconsidered based on an updated Parking Demand Study prepared closer in time to construction of this building. 2C S3/S1
Start Finish Start Finish Start Finish Start Finish Start Finish Start Finish Demand 990 990 965 965 1,245 1,245 1,493 1,493 1,632 1,632 2,109 2,109 2,155 Supply - Owned 755 666 666 598 793 509 1,169 1,169 1,369 953 1,982 1,951 2,162 Supply - Leased 978 978 978 978 978 978 978 978 978 978 278 278 0 Peak Const. Parking Demand 0 60 0 110 0 205 0 70 0 245 0 110 0 Total Supply 1,733 1,644 1,644 1,576 1,771 1,487 2,147 2,147 2,347 1,931 2,260 2,229 2,162 Total Demand 990 1,050 965 1,075 1,245 1,450 1,493 1,563 1,632 1,877 2,109 2,219 2,155 Surplus with Const. Parking 743 594 679 501 526 37 654 584 715 54 151 10 7 Stage B5A
S2
Stage B1A Stage B2A Stage B3A Stage B4A
Existing 2I S4/S5 2D/E
Existing End of Stage B1A End of Stage B2A End of Stage B3A End of Stage B4A* End of Stage BA5* Total Demand 990 1245 1493 1632 2109 2155
Owned Spaces 755 793 1169 1369 1982 2162
Owned as a % of Total Demand 76% 64% 78% 84% 94% 100%
Time of Day/Month of Year Factors
A Appendix
Monthly Adjustments for Customer/Visitor Parking
Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Late Dec Convenience Goods and Services 95% 90% 95% 95% 100% 95% 90% 85% 90% 85% 90% 95% 100%Generic Retail 95% 90% 95% 95% 100% 95% 90% 85% 90% 85% 90% 95% 100%Child & Family Development Center 100% 99% 93% 100% 96% 93% 97% 95% 91% 98% 90% 91% 91%Restaurants/Coffee Shops 85% 86% 95% 92% 96% 95% 98% 99% 91% 96% 93% 100% 95%Hospital 100% 99% 93% 100% 96% 93% 97% 95% 91% 98% 90% 91% 91%Health and Wellness 95% 90% 95% 95% 100% 95% 90% 85% 90% 85% 90% 95% 100%Ambulatory Services 100% 99% 93% 100% 96% 93% 97% 95% 91% 98% 90% 91% 91%Visitor Housing 100% 100% 100% 100% 100% 100% 95% 95% 100% 100% 100% 100% 100%Residential Guest 100% 100% 100% 100% 100% 100% 95% 95% 100% 100% 100% 100% 100%Research 100% 100% 100% 100% 100% 100% 95% 95% 100% 100% 100% 100% 80%Medical Office Building 100% 100% 100% 100% 100% 100% 95% 95% 100% 100% 100% 100% 80%Day Care 100% 100% 100% 100% 100% 100% 95% 95% 100% 100% 100% 100% 80%Education and Conference Center 100% 100% 100% 100% 100% 100% 95% 95% 100% 100% 100% 100% 80%Monthly Adjustments for Employee/Resident Parking Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Late DecConvenience Goods and Services 100% 100% 100% 100% 100% 95% 90% 90% 95% 95% 100% 100% 100%Generic Retail 100% 100% 100% 100% 100% 95% 90% 90% 95% 95% 100% 100% 100%Child & Family Development Center 100% 100% 100% 100% 100% 100% 95% 95% 100% 100% 100% 100% 90%Restaurants/Coffee Shops 100% 100% 100% 100% 100% 95% 90% 90% 95% 95% 100% 100% 100%Hospital 100% 100% 100% 100% 100% 100% 95% 95% 100% 100% 100% 100% 90%Health and Wellness 100% 100% 100% 100% 100% 95% 90% 90% 95% 95% 100% 100% 100%Ambulatory Services 100% 100% 100% 100% 100% 100% 95% 95% 100% 100% 100% 100% 90%Hotel 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%Residential Reserved 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%Residential Unreserved 100% 100% 100% 100% 100% 100% 95% 95% 100% 100% 100% 100% 100%Research 100% 100% 100% 100% 100% 100% 95% 95% 100% 100% 100% 100% 80%Medical Office Building 100% 100% 100% 100% 100% 100% 95% 95% 100% 100% 100% 100% 80%Day Care 100% 100% 100% 100% 100% 100% 95% 95% 100% 100% 100% 100% 80%Education and Conference Center 100% 100% 100% 100% 100% 100% 95% 95% 100% 100% 100% 100% 80% Time of Day for Weekday Demand 6:00 AM 7:00 AM 8:00 AM 9:00 AM 10:00 AM 11:00 AM 12:00 PM 1:00 PM 2:00 PM 3:00 PM 4:00 PM 5:00 PM 6:00 PM 7:00 PM 8:00 PM 9:00 PM 10:00 PM 11:00 PM 12:00 AM Generic Retail Customer 0% 0% 30% 75% 80% 90% 100% 100% 100% 100% 100% 95% 75% 45% 25% 15% 0% 0% 0% Employee 5% 15% 40% 80% 90% 100% 100% 100% 100% 100% 100% 95% 80% 50% 35% 20% 5% 0% 0% Child & Family Development Center Customer 0% 10% 90% 90% 100% 100% 100% 100% 100% 100% 90% 80% 67% 30% 20% 20% 15% 15% 10% Employee 15% 45% 80% 100% 100% 100% 100% 100% 100% 100% 100% 100% 67% 30% 20% 20% 15% 15% 10% Restaurants/Coffee Shops Customer 5% 10% 20% 30% 55% 85% 100% 100% 90% 60% 55% 60% 85% 80% 50% 30% 20% 10% 5% Employee 15% 20% 30% 40% 75% 100% 100% 100% 95% 70% 60% 70% 90% 90% 60% 40% 30% 20% 20% Hospital Customer 0% 10% 50% 65% 80% 90% 100% 100% 100% 90% 80% 60% 50% 20% 20% 10% 0% 0% 0% Employee 15% 45% 80% 95% 100% 100% 100% 100% 100% 95% 80% 50% 35% 35% 30% 20% 15% 15% 10% Health and Wellness Customer 0% 10% 90% 90% 100% 100% 100% 100% 100% 100% 90% 80% 67% 30% 20% 20% 15% 15% 10% Employee 15% 45% 80% 100% 100% 100% 100% 100% 100% 100% 100% 100% 67% 30% 20% 20% 0% 0% 10% Ambulatory Services Customer 0% 10% 90% 90% 100% 100% 100% 100% 100% 100% 90% 80% 67% 30% 20% 20% 15% 15% 10% Employee 15% 45% 80% 100% 100% 100% 100% 100% 100% 100% 100% 100% 67% 30% 20% 20% 15% 15% 10% Visitor Housing Guest 95% 95% 90% 80% 75% 75% 75% 75% 75% 75% 75% 80% 85% 85% 90% 95% 95% 100% 100% Employee 5% 30% 90% 90% 100% 100% 100% 100% 100% 100% 90% 70% 40% 20% 20% 20% 20% 10% 5% Residential Guest 0% 20% 20% 20% 20% 20% 20% 20% 20% 20% 20% 40% 60% 100% 100% 100% 100% 80% 50%Residential Resident Reserved 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%Residential Resident Unreserved 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%Research Visitor 0% 1% 20% 60% 100% 45% 15% 45% 100% 45% 15% 10% 5% 2% 1% 0% 0% 0% 0% Employee 3% 30% 75% 95% 100% 100% 100% 100% 100% 100% 90% 80% 70% 60% 50% 35% 25% 15% 10% Medical Office Building Customer 0% 0% 90% 90% 100% 100% 30% 90% 100% 100% 90% 80% 67% 30% 15% 0% 0% 0% 0% Employee 0% 0% 60% 100% 100% 100% 100% 100% 100% 100% 100% 100% 67% 30% 15% 0% 0% 0% 0% Day Care Customer 0% 50% 100% 80% 0% 0% 30% 0% 0% 30% 80% 100% 80% 30% 0% 0% 0% 0% 0% Employee 0% 60% 80% 100% 100% 100% 100% 100% 100% 100% 100% 100% 60% 20% 0% 0% 0% 0% 0% Education and Conference Center Customer 0% 30% 90% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 60% 0% 0% Employee 0% 0% 80% 100% 100% 100% 100% 100% 100% 100% 100% 100% 80% 80% 70% 70% 50% 0% 0% WALKERCONSULTANTS .COM
APPENDIX D: FIRE & DOMESTIC WATER STUDY
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FIRE AND DOMESTIC WATER STUDY
Providence Saint John’s Health Center Phase II Project
2121 Santa Monica Blvd
Santa Monica, CA 90404
KPFF Job # 114230
August 2018
CLIENT: PREPARED BY:
Perkins Eastman
5510 Lincoln Blvd, Suite 250
Los Angeles, CA 90094
(310) 829-2249
KPFF Consulting Engineers
700 South Flower Street Suite 2100
Los Angeles, California 90017
(213) 418-0201
700 South Flower Street, Suite 2100 Los Angeles, CA 90017 213.418.0201 kpff.com August 2018 Page 2 KPFF Job #114230
Table of Contents
Summary .................................................................................................................................................................. 2 Proposed Infrastructure Improvements ...................................................................................................... 2 Existing Conditions ............................................................................................................................................... 3 Fire Flow Test Results ......................................................................................................................................... 3 Fire Hydrant 831 Test Results .................................................................................................................... 3 Fire Hydrant 823 Test Results .................................................................................................................... 5 Fire Hydrant 830 Test Results .................................................................................................................... 7 Fire Hydrant 629 Test Results .................................................................................................................... 8 Water Line Relocation ......................................................................................................................................... 9 Summary
Fire flow tests were conducted by the City of Santa Monica to determine the available flow and pressure in the public water lines serving the Saint John’s Health Center property. Based on preliminary estimates for fire and domestic demand, the public water mains are adequate to service the proposed Phase II development. Fire flow requirements were determined in accordance with Appendix B of the California Fire Code, which has been adopted by the City of Santa Monica Municipal Code per Section 8.40.010. Domestic water demand was determined by using a 1:1.15 ratio between the most conservative projected sewage generation and the projected water demand. The conservative sewage values that determine the water demand are extracted from “Appendix C –Sewage Generation Factors” from the City of Los Angeles Sewerage Facilities Charge Guide. The total estimated peak water demand for the proposed buildings is approximately 488,000 GPD.
Proposed Infrastructure Improvements
Due to the addition of the proposed developments for this phase of the Health Center project, a northern portion of the water main on 21st St. is proposed to be relocated west to 20th Place and then connect back to the existing water main on 21st St. Alternatively, another option is to protect the water main in place. Additionally, there will be new water laterals that connect the proposed buildings to the existing public water mains.
700 South Flower Street, Suite 2100 Los Angeles, CA 90017 213.418.0201 kpff.com August 2018 Page 3 KPFF Job #114230
Existing Conditions
There are nine public water lines adjacent to the site:
8-inch lines are located on 20th Street, Arizona Avenue, Broadway, and 23rd Street. 12-inch lines are located on Santa Monica Boulevard, Broadway, and 21st Street. 24-inch lines are located on Arizona Avenue and Broadway.
The site is currently being serviced by water service laterals connected to the 8-inch lines on Arizona Avenue, 23rd Street, and 20th Street, and the 12-inch lines on Santa Monica Boulevard, 21st Street, and Broadway. The location of these existing water lines can be seen on the exhibit in Appendix D.
Fire Flow Test Results
The City of Santa Monica conducted fire flow tests using four hydrants located on 20th Street, Santa Monica Boulevard, 21st Street, and Broadway, respectively. The fire hydrant locations, as well as the results of the flow test are shown in Appendix A; these locations were suggested by City staff in order to account for the entire project area. There are 17 fire hydrants adjacent to the site that are available for fire services. These hydrants would provide additional capacity beyond that demonstrated in the fire flow test results. Four hydrants are on the north side of Arizona Avenue, one on the west side of 20th Street, two on the west side of 23rd Street, three on the north side of Santa Monica Boulevard, two on the south side of Santa Monica Boulevard, two on the west side of 21st Street, and three on the south side of Broadway. These hydrants are also shown in Appendix A. The domestic water and fire water would be sourced from the same public water mains; the flow from the hydrants was used to calculate the available flow in the public water mains. The proposed buildings will be fully sprinklered and thus a 50% reduction in the required fire flow is allowed per the California Fire Code.
Fire Hydrant 831 Test Results
As shown in Appendix D, fire hydrant 831 (FH 831) is projected to serve proposed buildings S5 and S2. Per the fire flow test results, the total available flow for FH 831 is 2,353 gpm at 82 psi, or 5,711 gpm at 20 psi. Detailed calculations of the total available flow can be found in Appendix E. As mentioned in the summary, a 1:1.15 ratio between the most conservative projected sewage generation and water demand was used to calculate the water demand of 700 South Flower Street, Suite 2100 Los Angeles, CA 90017 213.418.0201 kpff.com August 2018 Page 4 KPFF Job #114230
the proposed S5 and S2 buildings. Sewage generation was calculated by using the sewage generation factors provided by the City of Los Angeles Sewerage Facilities Charge Guide.
Previously approved domestic fire and water studies conducted within the City of Santa Monica utilize the City of Los Angeles Sewerage Facilities Charge guide to calculate the water demand, therefore this accepted methodology was adopted for this report. Refer to Appendix C for sewage generation factors. The aforementioned methodology was also used to calculate the domestic water demand for proposed buildings and parking serviced by fire hydrants 629, 823, and 830. This calculation takes into account a peaking factor of 2.5 and a water to sewer ratio of 1.15. As calculated in Table 1, the peak domestic water demand for the proposed buildings and parking serviced by fire hydrant 831 is estimated to be 20,471 gpd, or 14.22 gpm.
Table 1: FH 831 Proposed Domestic Water/Fire Water Demand Summary Water Demand
Category
Construction
Type
Area or
Unit
Average Daily
Sewer Flow
Rate*
WaterSewer
Ratio
Peak Daily
Demand
(gpd)
Peak Daily
Demand
(gpm)
Required
Fire Flow
Demand
(gpm)**
Available
Flow
(at 20 psi)
S2 –
Residential:
Apt. – 2
bedroom
Type V-A
10 units
***
150/dwelling
Unit
1.15 4,313 2.99 875
5,711
S2 –
Commercial
Use
Type V-A 800 sf 50/1000 Gr.
Sq. ft. 115 0.08 750
S2 - Parking Type V-A
23,987
sf
20/1000 Gr.
Sq. ft. 1,380 0.96 1,375
S5 –
Residential:
Apt. 1 bed/2
bath
Type 1-A/1-
B
34 units
150/dwelling
Unit
1.15 14,663 10.18 1,000
Total 20,471 14.22
*Sewage Generation Factors from City of Los Angeles Sewerage Facilities Charge Guide, Residential and Commercial Categories (see Appendix C).
**Values in this column are a 50% reduction of values found in Table B105.1(2) of Appendix B in the California Fire Code due to the fully sprinklered condition of the building.
*** Unit sized assumed to be 1,000 sf
700 South Flower Street, Suite 2100 Los Angeles, CA 90017 213.418.0201 kpff.com August 2018 Page 5 KPFF Job #114230
A preliminary calculation using the 2016 California Fire Code (CFC) for Type I and Type V construction showed a required fire flow demand of 1,375 gpm at 20 PSI. Based on the flow report, and the project demands, the existing available water flow and pressure is adequate to serve the proposed development.
Buildings S5 and S2 are proposed to be fully sprinklered, therefore the CFC allows 25% of values provided in Table B105.1(2) in Appendix B of the California Fire Code. In the interest of conservative analysis, the values shown in the table are 50% of the values provided in Table B105.1(2). Appendix B of the fire code can be found in Appendix B of this report.
Based on Appendix C of the California Fire Code, for fire flow demand less than 1,750 gpm, 1 hydrant is required to service the building. The existing hydrant is adequate to serve the aforementioned buildings. Appendix C of the fire code can be found in Appendix B of this report.
Fire Hydrant 823 Test Results
Proposed structures 2C, 2D/E, and S4 are served by fire hydrant 823 (FH 823), as shown in Appendix D. The total available flow for FH 823 is 2,468 gpm at 85 psi, or 5,447 gpm at 20 psi, as shown in Appendix E. Similar to the methodology used to determine the domestic water demand for the above FH 831 section, the domestic water demand for proposed structures 2C, 2D/E and S4 is estimated based on square footage and anticipated average sewage generation factors corresponding to the building occupancy types. As calculated in Table 2, the domestic water demand is estimated to be approximately 306,679 gpd, or 212.97 gpm. 700 South Flower Street, Suite 2100 Los Angeles, CA 90017 213.418.0201 kpff.com August 2018 Page 6 KPFF Job #114230
Table 2: FH 823 Proposed Domestic Water/Fire Water Demand Summary Water
Demand
Category
Construction
Type
Area or
Unit
Average
Daily
Sewer Flow
Rate*
WaterSewer
Ratio
Peak
Daily
Demand
(gpd)
Peak
Daily
Demand
(gpm)
Required
Fire Flow
Demand**
(gpm)
Available
Flow
(at 20 psi)
S4 –
Auditorium Type 1-A 250 seats 3/seats
1.15 2,156 1.50
2,375
5,447
S4 – Office Type 1-A 35,350 sf 120/1000
Gr. Sq. ft. 12,196 8.47
S4 –
Medical
Office/Clinic
Type 1-A
155,000
sf
250/1000
Gr. Sq. ft. 111,406 77.37
S4/S5 -
Parking Type 1-A
462,429
sf
20/1000
Gr. Sq. ft. 26,590 18.47 3,000
2C –
Medical
Office/Clinic
Type 1-A
117,500
sf
250/100
Gr. Sq. ft. 84,454 58.65 1,875
2C - Parking Type 1-A
118,265
sf
20/1000
Gr. Sq. ft. 6,800 4.72 1,875
2D/E –
Medical
Office/Clinic
Type 1-A 78,500sf 250/100
Gr. Sq. ft. 1.15
56,422 39.18 1,500
2D/E -
Parking Type 1-A
115,729
sf
20/1000
Gr. Sq. ft. 6,655 4.62 1,875
Total 306,679 212.97
*Sewage Generation Factors from City of Los Angeles Sewerage Facilities Charge Guide, Residential and Commercial Categories (see Appendix C).
**Values in this column are a 50% reduction of values found in Table B105.1(2) of Appendix B in the California Fire Code due to the fully sprinklered condition of the building.
A preliminary calculation using the 2016 California Fire Code for Type I-A construction showed a required fire flow demand of at least 3,000 gpm at 20 PSI. Based on the flow report, and the project demands, the existing available water flow and pressure is adequate to serve the proposed development.
Buildings 2C and 2D/E are proposed to be fully sprinklered, therefore the CFC allows 25% of values provided in Table B105.1(2) in Appendix B of the California Fire Code. In the interest of conservative analysis, the values shown in the table are 50% of the values provided in Table B105.1(2). Appendix B of the fire code can be found in Appendix B of this report. 700 South Flower Street, Suite 2100 Los Angeles, CA 90017 213.418.0201 kpff.com August 2018 Page 7 KPFF Job #114230
Based on Appendix C of the California Fire Code, for fire flow demand of 3,000 gpm, 3 hydrants are required to service this area. It may be possible to utilize the other hydrants on Santa Monica Blvd that are in proximity of 2C and for additional capacity. However, if coverage of the building is not achieved through the existing hydrants, additional hydrants will be required.
Fire Hydrant 830 Test Results
Fire hydrant 830 (FH 830) is proposed to service building areas S1 and S3, as shown in Appendix D. The total available flow for FH 830 is 1,921 gpm at 85 psi, or 4,240 gpm at 20 psi, as shown in Appendix E. The domestic water demand for areas S1 and S3 were calculated using the values found in Table 3. The calculated projected water demand is estimated to be approximately 116,572 gpd or 80.95 gpm.
Table 3: FH 830 Proposed Domestic Water/Fire Water Demand Summary Water Demand
Category
Construction
Type
Area or
Unit
Average
Daily
Sewer
Flow Rate*
Water
-
Sewer
Ratio
Peak
Daily
Demand
(gpd)
Peak
Daily
Demand
(gpm)
Required
Fire Flow
Demand
(gpm)**
Available Flow
(at 20 psi)
S1 – Counseling
Center Type 1-A
25,500
sf
120/1000
Gr. Sq. ft.
1.15 8,798 6.11
1,000
4,240
S1 – School:
Nursery Day Care Type 1-A
73 persons
9/person 1,889 1.31
S3- Medical Lab Type 1-A
58,000
sf
250/1000
Gr. Sq. ft. 41,688 28.95
1,875 S3- Medical
Office/Clinic Type 1-A
65,000
sf
250/1000
Gr. Sq. ft. 46,719 32.44
S1/S3 - Parking Type 1-A
303,973
sf
20/1000
Gr. Sq. ft. 17,479 12.14 3,000
Total 116,572 80.95
*Sewage Generation Factors from City of Los Angeles Sewerage Facilities Charge Guide, Residential and Commercial Categories (see Appendix C).
** Values in this column are a 50% reduction of values found in Table B105.1(2) of Appendix B in the California Fire Code due to the fully sprinklered condition of the building.
A preliminary calculation using the 2016 California Fire Code for Type I-A construction showed the required fire flow demand to be at least 3,000 gpm at 20 PSI. Based on the flow report, and the project demands, the existing available water flow and pressure is adequate to serve the proposed development.
700 South Flower Street, Suite 2100 Los Angeles, CA 90017 213.418.0201 kpff.com August 2018 Page 8 KPFF Job #114230
Buildings S1 and S3 are proposed to be fully sprinklered, therefore the CFC allows 25% of values provided in Table B105.1(2) in Appendix B of the California Fire Code. In the interest of conservative analysis, the values shown in the table are 50% of the values provided in Table B105.1(2). Appendix B of the fire code can be found in Appendix B of this report.
Based on Appendix C of the California Fire Code, for fire flow demand of 3,000 gpm, 3 hydrants are required to service this area. 1 hydrant currently exists to service the two buildings. Two additional hydrants will be required to adequately service the proposed buildings. The two additional hydrants may be located along the proposed 20th Place for the additional capacity.
Fire Hydrant 629 Test Results
Fire hydrant 629 (FH 629) serves building 2I, as shown in Appendix D. The total available flow for this fire hydrant, as shown in Appendix E, is 2,717 gpm at 80 psi, or 7,149 gpm at 20 psi. The domestic water demand for building 2I is estimated based on building usage types and corresponding sewage generation factors provided by the City of Los Angeles Sewerage Facilities Charge Guide. As summarized in Table 4, the domestic water demand for building 2I is estimated to be approximately 44,510 gpd, or 30.91 gpm.
Table 4: FH 629 Proposed Domestic Water/Fire Water Demand Summary Water
Demand
Category
Construction
Type
Area or
Unit
Average Daily
Sewer Flow
Rate*
WaterSewer
Ratio
Peak
Daily
Demand
(gpd)
Peak
Daily
Demand
(gpm)
Required
Fire Flow
Demand
(gpm)**
Available
Flow
(at 20 psi)
2I- Medical
Office/ Clinic Type 1-A
50,000
sf
250/1000 Gr.
Sq. ft.
1.15 35,938 24.96 1,250
7,149
2INeighborhood
Commercial
Use
Type 1-A 4,500 sf 50/1000 Gr. Sq.
ft. 647 0.45 1,500
2I- Parking Type 1-A
137,828
sf
20/1000 Gr. Sq.
ft. 7,925 5.50 2,000
Total 44,510 30.91
*Sewage Generation Factors from City of Los Angeles Sewerage Facilities Charge Guide, Residential and Commercial Categories (see Appendix C).
**Values in this column are a 50% reduction of values found in Table B105.1(2) of Appendix B in the California Fire Code due to the fully sprinklered condition of the building.
700 South Flower Street, Suite 2100 Los Angeles, CA 90017 213.418.0201 kpff.com August 2018 Page 9 KPFF Job #114230
A preliminary calculation using the 2016 California Fire Code for Type IA construction showed the required fire flow demand to be at least 2,750 gpm at 20 PSI (2,750 gpm is a combination of the different uses within 2I). Based on the flow report, and the project demands, the existing available water flow and pressure is adequate to serve the proposed development.
Buildings 2I is proposed to be fully sprinklered, therefore the CFC allows 25% of values provided in Table B105.1 (2) in Appendix B of the California Fire Code. In the interest of conservative analysis, the values shown in the table are 50% of the values provided in Table B105.1(2).
Appendix B of the fire code can be found in Appendix B of this report.
Based on Appendix C of the California Fire Code, for fire flow demand of 3,000 gpm, 3 hydrants are required to service this area. In the existing condition, 1 hydrant exists to service the building. Two additional hydrants will be required to adequately service the proposed building.
Water Line Relocation
In addition to the analysis of the capacity of existing water infrastructure, the existing water line locations must be considered as well when determining the feasibility of a proposed development. To accommodate for the proposed subterranean parking structure, the relocation of water infrastructure may be required. The proposed Phase II project includes subterranean parking on Providence Saint John’s South Campus, including under the northern portion of 21st Street is proposed for vacation. This parking area conflicts with the northern half of the 12” water line on 21st Street, as shown in Appendix F. 700 South Flower Street, Suite 2100 Los Angeles, CA 90017 213.418.0201 kpff.com August 2018 KPFF Job #114230
APPENDIX A
FIRE HYDRANT LOCATIONS AND FLOW RESULTS
FLOW
(GPM) 2717 2468
831
FLOW(GPM) 1921 2353
FH 629 FH 823 FH 830FH 831
700 South Flower Street, Suite 2100 Los Angeles, CA 90017 213.418.0201 kpff.com August 2018 KPFF Job #114230
APPENDIX B
APPENDIX B & APPENDIX C OF THE CALIFORNIA FIRE CODE
2016 CALIFORNIA FIRE CODE 609
CALIFORNIA FIRE CODE – MATRIX ADOPTION TABLE
APPENDIX B – FIRE-FLOW REQUIREMENTS FOR BUILDINGS
(Matrix Adoption Tables are non-regulatory, intended only as an aid to the user.
See Chapter 1 for state agency authority and building applications.)
APPENDIX B
FIRE-FLOW REQUIREMENTS FOR BUILDINGS
SECTION B101
GENERAL
B101.1 Scope. The procedure for determining fire-flow
requirements for buildings or portions of buildings hereafter constructed shall be in accordance with this appendix. This appendix does not apply to structures other than buildings.
SECTION B102
DEFINITIONS
B102.1 Definitions. For the purpose of this appendix, certain terms are defined as follows:
FIRE-FLOW. The flow rate of a water supply, measured at 20 pounds per square inch (psi) (138 kPa) residual pressure, that is available for fire fighting.
FIRE-FLOW CALCULATION AREA. The floor area, in
square feet (m2
), used to determine the required fire flow.
SECTION B103
MODIFICATIONS
B103.1 Decreases. The fire chief is authorized to reduce the fire-flow requirements for isolated buildings or a group of buildings in rural areas or small communities where the development of full fire-flow requirements is impractical.
B103.2 Increases. The fire chief is authorized to increase the fire-flow requirements where conditions indicate an unusual susceptibility to group fires or conflagrations. An increase shall not be more than twice that required for the building under consideration.
B103.3 Areas without water supply systems. For information regarding water supplies for fire-fighting purposes in rural and suburban areas in which adequate and reliable water supply systems do not exist, the fire code official is authorized to utilize NFPA 1142 or the California Wildland-Urban Interface Code.
SECTION B104
FIRE-FLOW CALCULATION AREA
B104.1 General. The fire-flow calculation area shall be the total floor area of all floor levels within the exterior walls, and under the horizontal projections of the roof of a building, except as modified in Section B104.3.
B104.2 Area separation. Portions of buildings which are separated by fire walls without openings, constructed in accordance with the California Building Code, are allowed to be considered as separate fire-flow calculation areas.
B104.3 Type IA and Type IB construction. The fire-flow
calculation area of buildings constructed of Type IA and Type IB construction shall be the area of the three largest successive floors.
Exception: Fire-flow calculation area for open parking
garages shall be determined by the area of the largest
floor.
SECTION B105
FIRE-FLOW REQUIREMENTS FOR BUILDINGS
B105.1 One- and two-family dwellings, Group R-3 and R4 buildings and townhouses. The minimum fire-flow and flow duration requirements for one- and two-family dwellings, Group R-3 and R-4 buildings and townhouses shall be as specified in Tables B105.1(1) and B105.1(2). ➡
* The California Code of Regulations (CCR), Title 19, Division 1 provisions that are found in the California Fire Code are a reprint from the current CCR, Title 19, Division 1 text for the code user’s convenience only. The scope, applicability and appeals procedures of CCR, Title 19, Division I remain the same.
Adopting Agency BSC BSCCG
SFM HCD DSA OSHPD
BSCC DPH AGR DWR CEC CA SL SLC
T-24 T-19* 1 2 1/AC AC SS 1 2 3 4
Adopt Entire Chapter
Adopt Entire Chapter as
amended (amended sections
listed below)
X
Adopt only those sections that
are listed below
[California Code of Regulations,
Title 19, Division 1]
Chapter / Section
B105.2 X
APPENDIX B
610 2016 CALIFORNIA FIRE CODE
TABLE B105.1(1)
REQUIRED FIRE-FLOW FOR ONE- AND TWO-FAMILY DWELLINGS, GROUP R-3 AND R-4 BUILDINGS AND TOWNHOUSES For SI: 1 square foot = 0.0929 m2
, 1 gallon per minute = 3.785 L/m.
FIRE-FLOW
CALCULATION AREA
(square feet)
AUTOMATIC SPRINKLER SYSTEM
(Design Standard)
MINIMUM FIRE-FLOW
(gallons per minute)
FLOW DURATION
(hours)
0-3,600 No automatic sprinkler system 1,000 1
3,601 and greater No automatic sprinkler system Value in Table B105.1(2)
Duration in Table B105.1(2) at
the required fire-flow rate
0-3,600 Section 903.3.1.3 of the California Fire Code
or Section 313.3 of the California Residential Code 500 1 /2
3,601 and greater Section 903.3.1.3 of the California Fire Code or Section 313.3 of the California Residential Code
1 /2 value in
Table B105.1(2) 1
TABLE B105.1(2)
REFERENCE TABLE FOR TABLES B105.1(1) AND B105.2
For SI: 1 square foot = 0.0929 m2
, 1 gallon per minute = 3.785 L/m, 1 pound per square inch = 6.895 kPa. a. Types of construction are based on the California Building Code. b. Measured at 20 psi residual pressure.
FIRE-FLOW CALCULATION AREA (square feet) FIRE-FLOW
(gallons per minute)b
FLOW DURATION
Type IA and IBa Type IIA and IIIAa Type IV and V-Aa Type IIB and IIIBa Type V-Ba (hours) 0-22,700 0-12,700 0-8,200 0-5,900 0-3,600 1,500
2 22,701-30,200 12,701-17,000 8,201-10,900 5,901-7,900 3,601-4,800 1,750 30,201-38,700 17,001-21,800 10,901-12,900 7,901-9,800 4,801-6,200 2,000 38,701-48,300 21,801-24,200 12,901-17,400 9,801-12,600 6,201-7,700 2,250 48,301-59,000 24,201-33,200 17,401-21,300 12,601-15,400 7,701-9,400 2,500 59,001-70,900 33,201-39,700 21,301-25,500 15,401-18,400 9,401-11,300 2,750 70,901-83,700 39,701-47,100 25,501-30,100 18,401-21,800 11,301-13,400 3,000 3 83,701-97,700 47,101-54,900 30,101-35,200 21,801-25,900 13,401-15,600 3,250 97,701-112,700 54,901-63,400 35,201-40,600 25,901-29,300 15,601-18,000 3,500 112,701-128,700 63,401-72,400 40,601-46,400 29,301-33,500 18,001-20,600 3,750 128,701-145,900 72,401-82,100 46,401-52,500 33,501-37,900 20,601-23,300 4,000 4 145,901-164,200 82,101-92,400 52,501-59,100 37,901-42,700 23,301-26,300 4,250 164,201-183,400 92,401-103,100 59,101-66,000 42,701-47,700 26,301-29,300 4,500 183,401-203,700 103,101-114,600 66,001-73,300 47,701-53,000 29,301-32,600 4,750 203,701-225,200 114,601-126,700 73,301-81,100 53,001-58,600 32,601-36,000 5,000 225,201-247,700 126,701-139,400 81,101-89,200 58,601-65,400 36,001-39,600 5,250 247,701-271,200 139,401-152,600 89,201-97,700 65,401-70,600 39,601-43,400 5,500 271,201-295,900 152,601-166,500 97,701-106,500 70,601-77,000 43,401-47,400 5,750 295,901-Greater 166,501-Greater 106,501-115,800 77,001-83,700 47,401-51,500 6,000 — — 115,801-125,500 83,701-90,600 51,501-55,700 6,250
— — 125,501-135,500 90,601-97,900 55,701-60,200 6,500
— — 135,501-145,800 97,901-106,800 60,201-64,800 6,750
— — 145,801-156,700 106,801-113,200 64,801-69,600 7,000 — — 156,701-167,900 113,201-121,300 69,601-74,600 7,250 — — 167,901-179,400 121,301-129,600 74,601-79,800 7,500 — — 179,401-191,400 129,601-138,300 79,801-85,100 7,750 — — 191,401-Greater 138,301-Greater 85,101-Greater 8,000
APPENDIX B
2016 CALIFORNIA FIRE CODE 611
B105.2 Buildings other than one- and two-family dwellings, Group R-3 and R-4 buildings and townhouses. The minimum fire-flow and flow duration for buildings other than one- and two-family dwellings, Group R-3 and R-4 buildings and townhouses shall be as specified in Tables B105.2 and B105.1(2).
Exception: [SFM] Group B, S-2 and U occupancies having a floor area not exceeding 1,000 square feet, primarily constructed of noncombustible exterior walls with wood or steel roof framing, having a Class A roof assembly, with uses limited to the following or similar uses:
1. California State Parks buildings of an accessory
nature (restrooms).
2. Safety roadside rest areas, (SRRA), public restrooms.
3. Truck inspection facilities, (TIF), CHP office space and vehicle inspection bays.
4. Sand/salt storage buildings, storage of sand and salt.
B105.3 Water supply for buildings equipped with an automatic sprinkler system. For buildings equipped with an approved automatic sprinkler system, the water supply shall be capable of providing the greater of:
1. The automatic sprinkler system demand, including hose stream allowance.
2. The required fire-flow.
SECTION B106
REFERENCED STANDARDS
ICC IWUIC—15 International WildlandUrban Interface Code B103.3 NFPA 1142—12
Standard on Water Supplies
for Suburban and Rural Fire
Fighting
B103.3
➡
>
TABLE B105.2
REQUIRED FIRE-FLOW FOR BUILDINGS OTHER THAN ONE- AND
TWO-FAMILY DWELLINGS, GROUP R-3 AND R-4 BUILDINGS AND TOWNHOUSES For SI: 1 gallon per minute = 3.785 L/m.
a. The reduced fire-flow shall be not less than 1,000 gallons per minute. b. The reduced fire-flow shall be not less than 1,500 gallons per minute.
AUTOMATIC SPRINKLER SYSTEM
(Design Standard)
MINIMUM FIRE-FLOW
(gallons per minute)
FLOW DURATION
(hours)
No automatic sprinkler system Value in Table B105.1(2) Duration in Table B105.1(2) Section 903.3.1.1 of the California Fire Code 25% of the value in Table B105.1(2)a Duration in Table B105.1(2) at the reduced flow rate Section 903.3.1.2 of the California Fire Code 25% of the value in Table B105.1(2)b Duration in Table B105.1(2) at the reduced flow rate
CALIFORNIA FIRE CODE - MATRIX ADOPTION TABLE
APPENDIX C - FIRE HYDRANT LOCATIONS AND DISTRIBUTION
(Matrix Adoption Tables are non-regulatory, intended only as an aid to the user. See Chapter 1 for state agency authority and building applications.) Adopting Agency BSC BSC- CG
SFM HCD DSA OSHPD
BSCC DPH AGR DWR CEC CA SL SLC
T-24 T-19* 1 2 1/AC AC SS 1 2 3 4 Adopt Entire Chapter
Adopt Entire Chapter as amended (amended sections
listed below)
X
Adopt only those sections that are listed below
[California Code of Regulations,
Title 19, Division 1] Chapter /Section C101.1 X
* The California Code of Regulations (CCR), Title 19, Division 1 provisions that are found in the California Fire Code are a reprint from the current CCR, Title 19, Division 1 text for the code user’s convenience only. The scope, applicability and appeals procedures of CCR, Title 19, Division I remain the same.
APPENDIX C
FIRE HYDRANT LOCATIONS AND DISTRIBUTION
SECTION Cl 01
GENERAL
C101.1 Scope. In addition to the requirements of Section 507.5.1 of the California Fire Code, fire hydrants shall be provided in accordance with this appendix for the protection of buildings, or portions of buildings, hereafter constructed or moved into the jurisdiction.
Exception: [SFM] Group B, S-2 and U occupancies having a floor area not exceeding 1,000 square feet, primarily constructed ofnoncombustible exterior walls with wood or steel roofframing, having a Class A roof assembly, with uses limited to the following or similar uses:
1. California State Parks buildings of an accessory
nature (restrooms).
2. Safety roadside rest areas, (SRRA), public restrooms.
3. Truck inspection facilities, (TIF), California Highway Patrol ( CHP) office space and vehicle inspection bays.
4. Sand/salt storage buildings, storage ofsand and salt.
SECTION Cl 02
NUMBER OF FIRE HYDRANTS
| C102.1 Minimum number of fire hydrants for a building.
The number of fire hydrants available to a building shall be | not less than the minimum specified in Table Cl 02. 1 SECTION Cl 03
FIRE HYDRANT SPACING
C103.1 Hydrant spacing. Fire apparatus access roads and public streets providing required access to buildings in accor2016 CALIFORNIA FIRE CODE dance with Section 503 of the California Fire Code shall be provided with one or more fire hydrants, as determined by Section C 102.1. Where more than one fire hydrant is required, the distance between required fire hydrants shall be in accordance with Sections C103.2 and C103.3.
C103.2 Average spacing. The average spacing between fire hydrants shall be in accordance with Table C 102.1.
Exception: The average spacing shall be permitted to be increased by 10 percent where existing fire hydrants pro- vide all or a portion of the required number of fire hydrants.
C103.3 Maximum spacing. The maximum spacing between
fire hydrants shall be in accordance with Table C102.1.
SECTION Cl 04
CONSIDERATION OF EXISTING FIRE HYDRANTS
C104.1 Existing fire hydrants. Existing fire hydrants on public streets are allowed to be considered as available to meet the requirements of Sections C102 and C103. Existing fire hydrants on adjacent properties are allowed to be consid- ered as available to meet the requirements of Sections Cl 02 and Cl 03 provided that a fire apparatus access road extends between properties and that an easement is established to pre- vent obstruction of such roads.
SECTION Cl 05
REFERENCED STANDARDS
ICC IFC—15 International Fire Code C 101.1,
003. 1, Table
002.
ICC IRC—15 International Residential Code Table
002.1
615
APPENDIX C
TABLE C102.1 REQUIRED NUMBER AND SPACING OF FIRE HYDRANTS
FIRE-FLOW REQUIREMENT
(gpm) MINIMUM NUMBEROF HYDRANTS
AVERAGE SPACING BETWEEN HYDRANTS’ b 4 '• 9
(feet)
MAXIMUM DISTANCE FROM ANY
POINT ON STREET OR ROAD
FRONTAGE TO A HYDRANT4 1,9
1,750 or less 1 500 250
2,000-2,250 2 450 225
2,500 3 450 225
3,000 3 400 225
3,500-4,000 4 350 210
4,500-5,000 5 300 180
5,500 6 300 180
6,000 6 250 150
6,500-7,000 7 250 150
7,500 or more 8 or more
6 200 120
For SI: 1 foot = 304.8 mm, 1 gallon per minute = 3.785 L/m. a. Reduce by 100 feet for dead-end streets or roads.
b. Where streets are provided with median dividers that cannot be crossed by fire fighters pulling hose lines, or where arterial streets are provided with four or more traffic lanes and have a traffic count of more than 30,000 vehicles per day, hydrant spacing shall average 500 feet on each side of the street and be arranged on an alternating basis.
c. Where new water mains are extended along streets where hydrants are not needed for protection of structures or similar fire problems, fire hydrants shall be provided at spacing not to exceed 1,000 feet to provide for transportation hazards. d. Reduce by 50 feet for dead-end streets or roads.
e. One hydrant for each 1,000 gallons per minute or fraction thereof. f. A 50-percent spacing increase shall be permitted where the building is equipped throughout with an approved automatic sprinkler system in Section 903.3.1.1 of the California Fire Code. g. A 25-percent spacing increase shall be permitted where the building is equipped throughout with an approved automatic sprinkler system in Section 903.3.1.2 or 903.3.1.3 of the California Fire Code or Section P2904 of the California Residential Code. accordance with
accordance with
616 2016 CALIFORNIA FIRE CODE
700 South Flower Street, Suite 2100 Los Angeles, CA 90017 213.418.0201 kpff.com August 2018 KPFF Job #114230
APPENDIX C
SEWAGE GENERATION FACTORS
Line FACILITY DESCRIPTION PROPOSED SGF IN GPD BOD SS
No. (mg/l) (mg/l)
1 Acupuncture Office/Clinic 120/1,000 Gr SF 265 275
2 Arcade - Video Games 50/1,000 Gr SF 265 275
3 Auditorium (a) 3/Seat 265 275
4 Auto Parking (a) 20/1,000 Gr SF 265 275
5 Auto Mfg., Service Maintenance (b) Actual 1,260 1,165 6 Bakery 280/1,000 Gr SF 3,020 2,540
7 Bank: Headquarters 120/1,000 Gr SF 265 275
8 Bank: Branch 50/1,000 Gr SF 265 275
9 Ballroom 350/1,000 Gr SF 265 275
10 Banquet Room 350/1,000 Gr SF 265 275
11 Bar: Cocktail, Fixed Set (a) (c) 15/Seat 265 275
12 Bar: Juice, No Baking Facilities (d) 720/1,000 Gr SF 265 275 13 Bar: Juice, with Baking Facilities (d) 720/1,000 Gr SF 265 275 14 Bar: Cocktail, Public Table Area (c) 720/1,000 Gr SF 265 275 15 Barber Shop 120/1,000 Gr SF 265 275
16 Barber Shop (s) 15/Stall 265 275
17 Beauty Parlor 425/1,000 Gr SF 265 275
18 Beauty Parlor (s) 50/Stall 265 275
19 Bldg. Const/Field Office (e) 120/Office 265 275
20 Bowling Alley: Alley, Lanes & Lobby Area 50/1,000 Gr SF 265 275 21 Bowling Facility: Arcade/Bar/Restaurant/Dancing Total Average Average 22 Cafeteria: Fixed Seat 30/Seat 1,000 600
23 Car Wash: Automatic (b) Actual 265 285
24 Car Wash: Coin Operated Bays (b) Actual 265 285
25 Car Wash: Hand Wash (b) Actual 265 285
26 Car Wash: Counter & Sales Area 50/1,000 Gr SF 265 275 27 Chapel: Fixed Seat 3/Seat 265 275
28 Chiropractic Office 120/1,000 Gr SF 265 275
29 Church: Fixed Seat 3/Seat 265 275
30 Church School: Day Care/Elem 9/Occupant 265 275
31 Church School: One Day Use (s) 9/Occupant 265 275
32 Cocktail Lounge: Fixed Seat (f) 15/Seat 265 275
33 Coffee House: No Food Preparation (d) 720/1,000 Gr SF 265 275 34 Coffee House: Pastry Baking Only (d) 720/1,000 Gr SF 265 275 35 Coffee House: Serves Prepared Food (d) 25/Seat 1,000 600 36 Cold Storage: No Sales (g) 30/1,000 Gr SF 265 275
37 Cold Storage: Retail Sales (g) 50/1,000 Gr SF 265 275 38 Comfort Station: Public 80/Fixture 265 275
39 Commercial Use (a) 50/1,000 Gr SF 265 275
SEWERAGE FACILITIES CHARGE
SEWAGE GENERATION FACTOR FOR
RESIDENTIAL AND COMMERCIAL CATEGORIES
EFFECTIVE DATE: April 6, 2012
Line FACILITY DESCRIPTION PROPOSED SGF IN GPD BOD SS
No. (mg/l) (mg/l)
SEWERAGE FACILITIES CHARGE
SEWAGE GENERATION FACTOR FOR
RESIDENTIAL AND COMMERCIAL CATEGORIES
EFFECTIVE DATE: April 6, 2012
40 Community Center 3/Occupant 265 275
41 Conference Room of Office Bldg. 120/1,000 Gr SF 265 275 42 Counseling Center (h) 120/1,000 Gr SF 265 275
43 Credit Union 120/1,000 Gr SF 265 275
44 Dairy Average Flow 1,510 325
45 Dairy: Barn Average Flow 1,510 325
46 Dairy: Retail Area 50/1,000 Gr SF 265 275
47 Dancing Area (of Bars or Nightclub) (c) 350/1,000 Gr SF 265 275 48 Dance Studio (i) 50/1,000 Gr SF 265 275
49 Dental Office/Clinic 250/1,000 Gr SF 265 275
50 Doughnut Shop 280/1,000 Gr SF 1,000 600
51 Drug Rehabilitation Center (h) 120/1,000 Gr SF 265 275 52 Equipment Booth 30/1,000 Gr SF 265 275
53 Film Processing (Retail) 50/1,000 Gr SF 265 275
54 Film Processing (Industrial) Actual 265 275
55 Food Processing Plant (b) Actual 2,210 1,450
56 Gas Station: Self Service 100/W.C. 265 275
57 Gas Station: Four Bays Max 430/Station 1,950 1,175
58 Golf Course Facility: Lobby/Office/Restaurant/Bar Total 700 450 59 Gymnasium: Basketball, Volleyball (k) 200/1,000 Gr SF 265 275 60 Hanger (Aircraft) 50/1,000 Gr SF 265 275
61 Health Club/Spa (k) 650/1,000 Gr SF 265 275
62 Homeless Shelter 70/Bed 265 275
63 Hospital 70/Bed 820 1,230
64 Hospital: Convalescent (a) 70/Bed 265 275
65 Hospital: Animal 300/1,000 Gr SF 820 1,230
66 Hospital: Psychiatric 70/Bed 265 275
67 Hospital: Surgical (a) 360/Bed 265 275
68 Hotel: Use Guest Rooms Only (a) 120/Room 265 275
69 Jail 85/Inmate 265 275
70 Kennel: Dog Kennel/Open 100/1,000 Gr SF 265 275
71 Laboratory: Commercial 250/1,000 Gr SF 265 275
72 Laboratory: Industrial Actual 265 275
73 Laundromat 185/Machine 550 370
74 Library: Public Area 50/1,000 Gr SF 265 275
75 Library: Stacks, Storage 30/1,000 Gr SF 265 275
76 Lobby of Retail Area (l) 50/1,000 Gr SF 265 275
77 Lodge Hall 3/Seat 265 275
78 Lounge (l) 50/1,000 Gr SF 265 275
Line FACILITY DESCRIPTION PROPOSED SGF IN GPD BOD SS
No. (mg/l) (mg/l)
SEWERAGE FACILITIES CHARGE
SEWAGE GENERATION FACTOR FOR
RESIDENTIAL AND COMMERCIAL CATEGORIES
EFFECTIVE DATE: April 6, 2012
79 Machine Shop (No Industrial Waste Permit Required) (b) 50/1,000 Gr SF 265 275 80 Machine Shop (Industrial) Actual 265 275
81 Mfg or Industrial Facility (No IW Permit Required) (b) 50/1,000 Gr SF 265 275 82 Mfg or Industrial Facility (Industrial) Actual 265 275 83 Massage Parlor 250/1,000 Gr SF 265 275
84 Medical Building (a) 225/1,000 Gr SF 265 275
85 Medical: Lab in Hospital 250/1,000 Gr SF 340 275
86 Medical Office/Clinic 250/1,000 Gr SF 265 275
87 Mini-Mall (No Food) 50/1,000 Gr SF 265 275
88 Mortuary: Chapel 3/Seat 265 275
89 Mortuary: Embalming 300/1,000 Gr SF 800 800
90 Mortuary: Living Area 50/1,000 Gr SF 265 275
91 Motel: Use Guest Room Only (a) 120/Room 265 275
92 Museum: All Area 30/1,000 Gr SF 265 275
93 Museum: Office Over 15% 120/1,000 Gr SF 265 275
94 Museum: Sales Area 50/1,000 Gr SF 265 275
95 Office Building (a) 120/1,000 Gr SF 265 275
96 Office Bldg w/Cooling Tower 170/1,000 Gr SF 265 275
97 Plating Plant (No IW Permit Required) (b) 50/1,000 Gr SF 265 275 98 Plating Plant (Industrial) (b) Actual 265 275
99 Pool Hall (No Alcohol) 50/1,000 Gr SF 265 275
100 Post Office: Full Service (m) 120/1,000 Gr SF 265 275 101 Post Office: Private Mail Box Rental 50/1,000 Gr SF 265 275 102 Prisons 175/Inmate 265 275
103 Residential Dorm: College or Residential (n) 70/Student 265 275 104 Residential: Boarding House 70/Bed 265 275
105 Residential: Apt - Bachelor (a) 75/DU 265 275
106 Residential: Apt - 1 BDR (a) (o) 110/DU 265 275
107 Residential: Apt - 2 BDR (a) (o) 150/DU 265 275
108 Residential: Apt - 3 BDR (a) (o) 190/DU 265 275
109 Residential: Apt - >3 BDR (o) 40/BDR 265 275
110 Residential: Condo - 1 BDR (o) 110/DU 265 275
111 Residential: Condo - 2 BDR (o) 150/DU 265 275
112 Residential: Condo - 3 BDR (o) 190/DU 265 275
113 Residential: Condo - >3 BDR (o) 40/BDR 265 275
114 Residential: Duplex/Townhouse - 1 BR (o) 110/DU 265 275 115 Residential: Duplex/Townhouse - 2 BR (o) 150/DU 265 275 116 Residential: Duplex/Townhouse - 3 BR (o) 190/DU 265 275 117 Residential: Duplex/Townhouse - >3 BR (o) 40/BDR 265 275
Line FACILITY DESCRIPTION PROPOSED SGF IN GPD BOD SS
No. (mg/l) (mg/l)
SEWERAGE FACILITIES CHARGE
SEWAGE GENERATION FACTOR FOR
RESIDENTIAL AND COMMERCIAL CATEGORIES
EFFECTIVE DATE: April 6, 2012
118 Residential: SFD - 1 BR (o) 140/DU 265 275
119 Residential: SFD - 2 BR (o) 185/DU 265 275
120 Residential: SFD - 3 BR (o) 230/DU 265 275
121 Residential: SFD - >3 BR (o) 45/BDR 265 275
122 Residential Room Addition: Bedroom (o) 45/BDR 265 275 123 Residential Room Conversion: Into a Bedroom (o) 45/BDR 265 275 124 Residential: Mobile Home Same as Apt 265 275
125 Residential: Artist (2/3 Area) 75/DU 265 275
126 Residential: Artist Residence 75/DU 265 275
127 Residential: Guest Home w/ Kitchen Same as Apt 265 275 128 Residential: Guest Home w/o Kitchen 45/BDR 265 275
129 Rest Home 70/Bed 555 490
130 Restaurant: Drive-In 50/Stall 1000 600
131 Restaurant: Drive-In Seating Area 25/Seat 1000 600
132 Restaurant: Fast Food Indoor Seat 25/Seat 1000 600
133 Restaurant: Fast Food Outdoor Seat 25/Seat 1000 600 134 Restaurant: Full Service Indoor Seat (a) 30/Seat 1000 600 135 Restaurant: Full Service Outdoor Seat 30/Seat 1000 600 136 Restaurant: Take Out 300/1,000 Gr SF 1000 600
137 Retail Area (greater than 100,000 SF) 50/1,000 Gr SF 265 275 138 Retail Area (less than 100,000 SF) 25/1,000 Gr SF 265 275 139 Rifle Range: Shooting Stalls/Lanes, Lobby 50/1,000 Gr SF 265 275 140 Rifle Range Facility: Bar/Restaurant Total Average Average 141 School: Arts/Dancing/Music (i) 11/Student 265 275
142 School: Elementary/Jr. High (a) (p) 9/Student 265 275 143 School: High School (a) (p) 11/Student 265 275
144 School: Kindergarten (s) 9/Student 265 275
145 School: Martial Arts (i) 9/Student 265 275
146 School: Nursery-Day Care (p) 9/Child 265 275
147 School: Special Class (p) 9/Student 265 275
148 School: Trade or Vocational (p) 11/Student 265 275
149 School: Training (p) 11/Student 265 275
150 School: University/College (a) (p) 16/Student 265 275 151 School: Dormitory (a) (n) 70/Student 265 275
152 School: Stadium, Pavilion 3/Seat 265 275
153 Spa/Jacuzzi (Commercial with backwash filters) Total 265 275 154 Storage: Building/Warehouse 30/1,000 Gr SF 265 275
155 Storage: Self-Storage Bldg 30/1,000 Gr SF 265 275
156 Store: Ice Cream/Yogurt 25/1,000 Gr SF 1000 600
Line FACILITY DESCRIPTION PROPOSED SGF IN GPD BOD SS
No. (mg/l) (mg/l)
SEWERAGE FACILITIES CHARGE
SEWAGE GENERATION FACTOR FOR
RESIDENTIAL AND COMMERCIAL CATEGORIES
EFFECTIVE DATE: April 6, 2012
157 Store: Retail (l) 50/1,000 Gr SF 265 275
158 Studio: Film/TV - Audience Viewing Room (q) 3/Seat 265 275 159 Studio: Film/TV - Regular Use Indoor Filming Area (q) 50/1,000 Gr SF 265 275 160 Studio: Film/TV - Ind. Use Film Process/Machine Shop (q) 50/1,000 Gr SF 265 275 161 Studio: Film/TV - Ind. Use Film Process/Machine Shop Total 265 275 162 Studio: Recording 50/1,000 Gr SF 265 275
163 Swimming Pool (Commercial with backwash filters) Total 265 275 164 Tanning Salon: Independent, No Shower (r) 50/1,000 Gr SF 265 275 165 Tanning Salon: Within a Health Spa/Club 640/1,000 Gr SF 265 275 166 Theater: Drive-In 6/Vehicle 265 275
167 Theater: Live/Music/Opera 3/Seat 265 275
168 Theater: Cinema 3/Seat 265 275
169 Tract: Commercial/Residential 1/Acre 265 275
170 Trailer: Const/Field Office (e) 120/Office 265 275
171 Veterinary Clinic/Office 250/1,000 Gr SF 265 275
172 Warehouse 30/1,000 Gr SF 265 275
173 Warehouse w/ Office Total 265 275
174 Waste Dump: Recreational 400/Station 2650 2750
175 Wine Tasting Room: Kitchen 200/1,000 Gr SF 265 275
176 Wine Tasting Room: All Area 50/1,000 Gr SF 265 275
1 FOOTNOTES TO SGFs TABLE
(a) SFC rates for these facilities have historically been published in SFC ordinances. (b) Bureau of Sanitation will determine the flow based on the information given by applicants for facilities with industrial discharge. The flow will be redetermined by Sanitation inspectors annually based on water bills. If the actual flow exceeds the previous year’s determined flow, the applicants will be charged for the difference.
If this type of facility is exempt from an industrial discharge permit, only the domestic SFC will be assessed.
(c) The SFC for a bar shall be the sum of SFC's for all areas based on the SGF for each area (ex. fixed seat area, public table area, dancing area). (d) The determination of SGF for juice bars and coffee houses previously depended on the extent of the actual food preparation in house, not by the types of food provided. Food is assumed to be prepared offsite and as such, the three prior subcategories have been consolidated.
1) SGF for no pastry baking and no food preparation is 720 gpd/1000 gr.sq.ft. 2) SGF for pastry baking only and no food preparation is 720 gpd/1000 gr.sq.ft. 3) SGF for complete food preparation is 25 gpd/seat, the same as a fast food restaurant.
Juice bars and coffee houses do not serve any alcoholic drinks. (e) Building construction includes trailers, field offices, etc. (f) Cocktail lounge usually does not serve prepared food. (g) Cold storage facilities are categorized as follow:
1) No Sales - the cold storage facility is used only for temporary storage, no selling is involved. For example, cold storage facilities at the harbor temporarily store seafood until it is distributed.
2) Cold storage w/ retail sales - the primary function of this facility is to support the wholesale/retail operation of a store, such as supermarket freezers, refrigerators, etc.
(h) Counseling centers include marriage counseling centers, alcohol/drug rehabilitation /dependency centers, nutrition centers, diet centers, etc. 2 (i) Part-time basis schools or dance studios should be charged as retail area - 50 gpd /1000 gr.sq.ft. Full-time basis schools should be charged by the number of students. (j) Domestic waste is estimated at 50 gpd/1,000 square feet in addition to total process flow. (k) Bureau of Sanitation will determine if an industrial permit is needed for health spas. The first year flow is based on 650 gpd/1000 gr.sq.ft., and the Sanitation inspectors will redetermine the flow annually based on water bill from the previous year. The applicants are responsible for paying the difference of SFC.
Health club/spa includes lobby area, workout floors, aerobic rooms, swimming pools, Jacuzzi, sauna, locker rooms, showers, and restrooms. If a health club/spa has a gymnasium type of facility, this portion should be charged separately at the gymnasium SFC rate.
Gymnasiums include basketball court, volleyball court, and any other large open space with low occupancy density.
(l) Lobby of retail includes lounges, holding rooms, or waiting area, etc. (m) Full service post offices include U.S. Postal Service, UPS, Federal Express, DHL, and etc.
(n) The SGF for a college dormitory based on student capacity also includes the SGF for the dormitory cafeterias.
(o) A bedroom is defined as an enclosed subdivision with 50 sq.ft. or more floor area in a residential building commonly used for sleeping purpose, and is partitioned off to form a habitable room.
(p) The SGF for schools based on the student capacity, covers the following facilities:
1) classrooms and lecture halls
2) professors' offices
3) administration offices
4) laboratories for classes or research
5) libraries
6) bookstores
7) student/professor lounges
8) school cafeterias
9) warehouses and storage areas
10) auditoriums
11) gymnasiums
12) restrooms
3 It does not include water used by schools for swimming pools. When a school files an application for addition of any of the foregoing facilities, the student population will be reassessed and the total gpd for the new facility will be based on the number of students increased since the last SFC was paid or when the City implemented the SFC for the first time. The SFC for any school facility (ex. stadium, dormitory, etc.) not listed above, will be based on the designated SGF for that category.
(q) The SFC for a TV or motion picture studio shall be the sum of SFC's for different facilities in the studio, based on the SGF for each facility. A studio may include one or more of the following facilities: audience viewing room, filming room, film processing, storage area, etc.
(r) No independent tanning salons with shower were encountered during 1996 survey. (s) Alternative basis of charge for City’s consideration. The prior square footage basis is also presented should the City decide to continue charging on that basis. 700 South Flower Street, Suite 2100 Los Angeles, CA 90017 213.418.0201 kpff.com August 2018 KPFF Job #114230
APPENDIX D
PROJECT LAYOUT
23RD STREET
LEGEND
EXISTING WATER LINE
FIRE HYDRANT 830 FIRE HYDRANT 831 FIRE HYDRANT 823 FIRE HYDRANT 629
MULTI-FAMILY
HOUSING
VISITOR
HOUSING
S1 S5 S4 S3 2I 2C 2D/E S2
EDUCATION/CONFERENCE
CENTER & EAST AMBULATORY
CARE/ RESEARCH
CHILD & FAMILY DEVELOPMENT
CENTER
WEST AMBULATORY CARE &
RESEARCH
AMBULATORY
& ACUTE CARE
AMBULATORY
CARE PARKING
MEDICAL
OFFICE/COMMERICIAL
USE/ PARKING
MULTI-FAMILY
HOUSING/COMMERICIAL
USE
700 South Flower Street, Suite 2100 Los Angeles, CA 90017 213.418.0201 kpff.com August 2018 KPFF Job #114230
APPENDIX E
DETAILED CALCULATIONS OF TOTAL AVAILABLE FLOW
Qr = Qf × (Hr/Hf)
0.54 Static pressure = PSI
Residual pressure = PSI
Qr = Rated capacity at 20 PSI
Qf = Total test flow = gpm
Hr = Static pressure minus 20 PSI
Hf = Static pressure minus residual pressure
Qr = × ( -20)/( - ) = gpm
Qr = Qf × (Hr/Hf)
0.54 Static pressure = PSI
Residual pressure = PSI
Qr = Rated capacity at 20 PSI
Qf = Total test flow = gpm
Hr = Static pressure minus 20 PSI
Hf = Static pressure minus residual pressure
Qr = × ( -20)/( - ) = gpm
70 70)
0.54 (
(
Fire Hydrant :
Qr = Qf × (Hr/Hf)
0.54 Static pressure = PSI
Residual pressure = PSI
Qr = Rated capacity at 20 PSI
Qf = Total test flow = gpm
Hr = Static pressure minus 20 PSI
Hf = Static pressure minus residual pressure
Qr = × ( -20)/( - ) = gpm 70 70)
0.54 (
(
Fire Hydrant :
Qr = Qf × (Hr/Hf)
0.54 Static pressure = PSI
Residual pressure = PSI
Qr = Rated capacity at 20 PSI
Qf = Total test flow = gpm
Hr = Static pressure minus 20 PSI
Hf = Static pressure minus residual pressure
Qr = × ( -20)/( - ) = gpm
70 70)
0.54 (
(
Fire Hydrant :
80 702717 2717 80 80 70)
0.54 (
(
7149
Fire Hydrant 629:
85 2468 2468 85 85 5447
823
85 85 85 1921 1921 4240 830 82 82 82 2353 2353 5711 831 700 South Flower Street, Suite 2100 Los Angeles, CA 90017 213.418.0201 kpff.com August 2018 KPFF Job #114230
APPENDIX F
WATER LINE RELOCATION OPTIONS
LEGEND:
OPTION 1 WATER LINE ROUTING:
OPTION 2 WATER LINE ROUTING:
PROPOSED OPTION 1 LATERAL:
PROPOSED OPTION 2 LATERAL:
W
NOTE: LOCATION OF EXISTING AND PROPOSED SERVICES ARE
APPROXIMATE LOCATIONS AND ARE SCHEMATIC. PLEASE
CONSULT ASBUILTS AND SURVEY FOR MORE ACCURATE
LOCATION.
WATER SERVICE
W W W W W W W W W
W
W
W
W
W
W
W W W W W W W W W W W W
12" ACP 12" DIP
OPTION 2 EXPLANATION
Option 2 for the proposed Providence St. John's Campus consists of the removal of the existing 12" ACP water line in the north half of 21st Street to accommodate for the proposed subterranean parking of Building S4. The line will be capped at the extent of the removal. In addition to cutting and capping the existing line, a new water main is proposed between S1 and S3 where it will then turn North along the proposed South Campus West Driveway. The line would connect to the existing main in Santa Monica Blvd. Building S1 and S3 could be serviced by the proposed main in South Campus West Driveway. Buildings S5 and S2 will connect to the existing water main in Broadway Avenue. Building S4 will connect to the existing water main in Santa Monica Blvd. The existing residential buildings (not part of PSJ's property) would connect to the remaining water line in the southern portion of 21st Street.
W
W
W
W
OPTION 2
W
OPTION 1 EXPLANATION
Option 1 for the proposed Providence St. John's Campus consists of removing and replacing the existing 12" ACP in 21st street and routing the new water line at the ceiling of the proposed subterranean parking of S4. Buildings S4 and S3 can be serviced by this line or by the line on Santa Monica Blvd. S1 can be serviced by the existing line in 21st Street or the existing line in Broadway Avenue. Lateral locations are subject to change.
W
W
W
W
W
8" ACP
OPTION 1: REMOVE
AND REPLACE 12"
ACP WATER LINE
IN PLACE
OPTION 2: REMOVE
12" ACP WATER
LINE 03-28-2018
APPENDIX E SANITARY SEWER STUDY
APPENDIX E: SANITARY SEWER STUDY
This page intentionally blank.
Sanitary Sewer Study
Providence Saint John’s Phase II Project
2121 Santa Monica Blvd
Santa Monica, CA 90404
KPFF Job# 114230
April 2019
Client: Prepared by:
Perkins Eastman
5510 Lincoln Blvd, Suite 250
Los Angeles, CA 90094
KPFF Consulting Engineers
700 South Flower St, Suite 2100
Los Angeles, CA 90017
(213) 418-0201
700 South Flower Street, Suite 2100 Los Angeles, CA 90017 213.418.0201 kpff.com
Table of Contents
Summary ................................................................................................................................................... 2 Proposed Infrastructure Improvements ................................................................................................... 4 Flow Monitoring Results Summary ........................................................................................................... 4 Sewage Demand from Proposed Buildings ............................................................................................... 7 Sewer Depth Capacity Analysis ...............................................................................................................13 Baseline Original Phasing ........................................................................................................................14 Baseline Alternate Phasing .....................................................................................................................16 Summary
Flow monitoring of nine public sewer manholes adjacent to the site has been conducted by ADS Environmental Services over a 14 day period. Refer to Appendix D for comprehensive Flow Monitoring report. After a review of the data collected and analysis of the project demands, two out of the nine manholes, MH02 and MH05 were further investigated to determine if the existing sewer system could adequately accept the proposed flow from the proposed development. ADS monitored MH02 from the North and East and labeled them as MH02N and MH02E, which corresponds to the 12” line in 20th street and the 12” line in Santa Monica Blvd. MH05 corresponds to the 12” line in Broadway. The proposed development layout and manholes are labeled in Appendix A, Exhibit 1 and Exhibit 2, respectively.
The existing slope of the 12” lines in 20th street, Santa Monica Blvd and Broadway were extracted from provided As-builts and applied to determine the existing and proposed capacity of each line.
Corresponding As-builts can be found in Appendix E. The 12” line in 20th street has an existing slope of
1.36% and a just full capacity of 2,327,209 gpd. The 12” line in Santa Monica Blvd has an existing slope of 0.72% and a just full capacity of 1,693,293 gpd. The 12” line in Broadway has an existing slope of 0.7% and a just full capacity of 1,669,610 gpd. Calculations can be found in Appendix C.
Multiple buildings on the proposed Saint John’s campus are being demolished, therefore they will no longer be contributing flow to the existing sewer lines. This removal of flow must be accounted for when determining the proposed capacity of each line. While there is an existing residential building that will be demolished, it has not been included below because it was vacant at the time of monitoring.
Exhibit 2 in Appendix A shows the layout of the buildings to be demolished and the main lines they discharge to. The amount of sewage demand that each building produces is shown in Table 1, below. 700 South Flower Street, Suite 2100 Los Angeles, CA 90017 213.418.0201 kpff.com
Table 1 – Existing Buildings to be Demolished
Building
Name
Building
Type Quantity
Sewage
Generation
Factor
(GPD)
Average
Daily Sewage
Demand
(GPD)
Accepting
MH
Discharge
Sewer
John Wayne
Cancer
Institute
(JWCI)
Medical Clinic
and
Laboratories
40,412 SF 250/1,000 SF 10,103 MH05 18” on 21st
St. Medical
Offices 10,643 SF 250/1,000 SF 2,661 MH05
Child and
Family
Development
Center (CFDC)
Office 8,059 SF 120/1,000 SF 967 MH02E
12” on Santa
Monica
Blvd.
Day Care &
Medical Clinics
74 Children 9/ Child 666 MH02E
Maintenance
& Storage 585 SF 30/1,000 SF 18 MH02E
Saint John’s
Foundation
Building
Office 10,800 SF 120/1,000 SF 1,296 MH05
18” on Santa
Monica
Blvd.
MRI Building Medical 2,675 SF 250/1,000 SF 669 MH05 18” on 21st St.
Total 16,380
In order to determine the sewage demand from the proposed buildings, the LA “Sewerage Facilities Charge Sewage Generation Factor for Residential and Commercial Categories” table was used. Because some of the Development Agreement Vested Uses allow for a range of activities with varying sewage generation factors, two sewage generation scenarios were developed. The most significant difference between the two tables are the assumptions pertaining to the Hospital/Health Care uses within Buildings 2C and 2D/E. Option 1 assumes that Buildings 2C and 2D/E are both inpatient facilities with ground floor commercial uses while Option 2 assumes that Buildings 2C and 2D/E are ambulatory/outpatient facilities.
In the built out condition, the existing 12” sewer line in 20th street is proposed to accept flow from Building 2I. With the additional flow and depth from 2I, the 12” sewer line is projected to flow at 42% in both scenarios.
The existing 12” sewer line in Santa Monica Blvd is proposed to accept the flow from Buildings 2C, Mullin Plaza, and SJ Cafe. It also currently accepts flow from the Child and Family Development Center, which will be demolished. With the additional flow and depth from 2C, Mullin Plaza, and SJ Cafe, as well as the removed flow from the aforementioned demolished buildings, the 12” sewer line is projected to flow at 76.5% full in the first option and 80.5% full in the second option. However, ADS has confirmed that during the 14-day monitoring period of the 12” line in Santa Monica Blvd, MH02E, there was a spike in both the velocity and depth data. This occurred on May 3rd just before 3 pm for a duration of less than 30 minutes and can be found on page 37 of the flow monitoring report in the Hydrograph Report of 700 South Flower Street, Suite 2100 Los Angeles, CA 90017 213.418.0201 kpff.com
San02E. This event data is reflected as the recorded existing max depth and flow for MH02E. However, if this event is an outlier, the more representative existing max depth and flow are approximately 5.75” and 0.39 MGD. In the case that the event on May 3rd is indeed an outlier, the existing pipe will flow at
52.9% full with the additional proposed flow rather than 76.5 % full. In the second option, the existing pipe will flow at 56.9% full with the additional proposed flow rather than 80.5% full.
The existing 12” sewer line in Broadway is proposed to accept the flow from Building 2D/E, S1, S2, S3, S4 and S5. It also accepts flow from the John Wayne Cancer Institute, the Saint John’s Foundation building, an MRI Building, and an Existing Residential Building, which are all being demolished. With the flow and depth from the aforementioned buildings, the existing line is projected to flow at 56.3% full in the first option and 58.3% full in the second option.
Table 4 compares the existing sewer demands vs the proposed demands and presents the increase in the flow and depth of the existing sewer lines. Supporting calculations for flow and accompanying depth can be found in Appendix C.
In addition to the analysis of the final built out condition of the project, a phasing analysis has been considered to determine the incremental changes in sewage flows as buildings are demolished and constructed. Tables 5 and 6 explore two phasing options. The first phasing option, Baseline Original, considers constructing Building S1, S2, and S3 first, while the second phasing option, Baseline Alternate, considers constructing Buildings 2C and S2 first. Flow and depth calculations for each stage in the proposed phasing can be found in Appendix C.
Proposed Infrastructure Improvements
As part of the S3 development, the northern portion of the existing 18” sewer in 21st Street (portion of 21st Street that will be vacated) will be removed. As part of the S3 development, a new sewer line is proposed in the proposed 20th Place/South Campus West Driveway running from Broadway to Santa Monica Boulevard (to accept the flow from Building S1 and S3). This work will take place during the construction of 20th Place and South Campus West Driveway and will be completed prior to issuance of the Certificate of Occupancy for the S1 building or S3 building, whichever is earlier. Additionally, there will be new sewer laterals that connect the proposed buildings to the existing public sewers.
This preliminary sewer study has been reviewed by the City, and comments have been provided to Saint John’s to incorporate into their preliminary design.
Potential Additional Upgrades Related to Building S3 or S4 Prior to the issuance of a building permit for the earlier of the S3 building or the S4 building, Saint John’s will prepare an updated sewer study to be reviewed and approved by the City. Such study will determine if future project flows (during dry and wet weather conditions) will cause the City’s 12-inch and 21-inch sewer lines on Broadway to exceed the hydraulic planning criteria on page 47 in the City’s 700 South Flower Street, Suite 2100 Los Angeles, CA 90017 213.418.0201 kpff.com
2017 Sanitary Sewer System Master Plan (shown below). If the study indicates exceedances of the hydraulic planning criteria due to project flows, Saint John’s will perform sewer upgrades prior to issuance of a Certificate of Occupancy for the earlier of the S3 or S4 building. The primary criteria used to establish adequately-sized sewer piping is if the Peak Wet Weather Flow (PWWF) depth to diameter ratio is less than 0.75, and if the minimum velocity is 2 ft/s.
The City, based on its review of this preliminary sewer study, has indicated that necessary sewer upgrades may include, but are not limited to:
(a) installing a new adequately-sized sewer line(s) along Broadway and 20th Street to convey sewer flows generated by S3 (and S4, if applicable) to the Colorado Avenue 24-inch Vylon sewer line, or
(b) upsizing the existing 12-inch sewer on Broadway to 18-inch from 21st Street to 20th Street and re-activating and placing in service the existing 12-inch VCP line (currently abandoned) along 20th Street from Broadway to Colorado Avenue to divert sewer flows from the Broadway 21-inch VCP sewer line to the Colorado Avenue 21-inch Vylon sewer line.
Potential Additional Upgrades Related to Building S4
The S4 building is proposed to connect to the existing 18” sewer on Santa Monica Boulevard; however, during the design phase it may be determined that it is infeasible to route the sewage from the southern portion of Building S4 to the north to connect to the existing sewer line in Santa Monica Boulevard. In 700 South Flower Street, Suite 2100 Los Angeles, CA 90017 213.418.0201 kpff.com
this case, prior to issuance of Certificate of Occupancy for Site S4, a new adequately-sized sewer line will be constructed and run south from Building S4 to Broadway along the South Campus East Driveway and South East Driveway. The adequately-sized sewer line will not exceed the hydraulic planning criteria on page 47 in the City’s 2017 Sanitary Sewer System Master Plan (shown above). The primary criteria used to establish adequately-sized sewer piping is if the PWWF depth to diameter ratio is less than 0.75, and if the minimum velocity is 2 ft/s.
The City, based on its review of this preliminary sewer study, has indicated that, prior to issuance of a Certificate of Occupancy for the S4 building, additional sewer upgrades may be necessary and may include, but are not limited to:
(a) If not already completed as part of the S3 development, installing a new adequately-sized sewer line(s) along Broadway and 20th Street to convey sewer flows generated by S4 to the Colorado Avenue 24-inch Vylon sewer line (if Saint John’s sewer discharge to Broadway from Site S4 to a maximum of 21,200 GPD, the extent of any upgrades may be reduced or eliminated) or;
(b) If not already completed as part of the S3 development, upsizing the existing 12-inch sewer on Broadway to 18-inch from 21st Street to 20th Street, restricting sewer discharge to Broadway from Site S4 to a maximum of 21,200 GPD, and re-activating and placing in service the existing 12-inch VCP line (currently abandoned) along 20th Street from Broadway to Colorado Avenue to divert sewer flows from the Broadway 21-inch VCP sewer line to the Colorado Avenue 21-inch Vylon sewer line.
Potential Additional Upgrades Related to Building 2C
Prior to the issuance of the building permit for the 2C building, additional sewer monitoring will be required to determine if future project flows (during dry and wet weather conditions) will cause the City’s 12-inch line on Santa Monica Boulevard to exceed the hydraulic planning criteria on page 47 in the City’s 2017 Sanitary Sewer Master Plan (included above). The primary criteria used to establish adequately-sized sewer piping is if the PWWF depth to diameter ratio is less than 0.75, and if the minimum velocity is 2 ft/s.
The City, based on its review of this preliminary sewer study, has indicated that, prior to issuance of a Certificate of Occupancy for the 2C building, additional sewer upgrades may be necessary and may include, but are not limited to:
(a) upsizing the existing 12-inch sewer line on Santa Monica Boulevard from the 2C connection to 20th Street
(b) upsizing the existing 21-inch sewer line along 20th Street, from Santa Monica Boulevard to Broadway.
700 South Flower Street, Suite 2100 Los Angeles, CA 90017 213.418.0201 kpff.com
Flow Monitoring Results Summary
20th Street 12" sewer main
Data recorded from 4/20/17 to 5/3/17
Minimum depth = 1.79 in.
Maximum depth = 4.21 in.
Average depth = 2.75 in.
Santa Monica Boulevard 12" sewer main
Data recorded from 4/20/17 to 5/3/17
Minimum depth = 1.14 in.
Maximum depth = 8.58 in.
Average depth = 2.84 in.
Broadway 12" sewer main
Data recorded from 4/20/17 to 5/3/17
Minimum depth = 1.32 in.
Maximum depth = 4.95 in.
Average depth = 2.20 in.
For complete flow monitoring results see report “Providence Saint John’s Health Center, Flow Monitoring Report, April 20, 2017 – May 3, 2017” by ADS Environmental Services found in Appendix D.
Sewage Demand from Proposed Buildings
In order to determine the sewage demand for the Phase II project, sewage generation factors (SGFs) provided in the LA “Sewerage Facilities Charge Sewage Generation Factor for Residential and Commercial Categories” table that resemble the Development Agreement Vested Uses of the buildings were used. In some instances, the Development Agreement Vested Use category was not found in the LA SGF table so the given description in the attached “Blue Chart”, which can be found in Appendix F, was used to find an appropriate SGF.
Because some of the Development Agreement Vested Uses allow for a range of activities with varying sewage generation factors, two sewage generation scenarios were developed. As discussed in detail below, the most significant difference between the two tables are the assumptions pertaining to the Hospital/Health Care uses within Buildings 2C and 2D/E. Table 2 assumes that Buildings 2C and 2D/E are both inpatient facilities with ground floor commercial uses while Table 3 assumes that Buildings 2C and 2D/E are ambulatory/outpatient facilities.
Table 2 – Estimated Sewage Demand from Proposed Buildings: Option 1 1Use and Sewage Generation Factors from City of Los Angeles Sewerage Facilites Charge Guide, Residential and Commercial Categories. Document can be found in Appendix B. 2 MH Designation can be found in Appendix A.
Building/Parking Area /Dwelling Units Units LA SGF Use1 SGF1 Avg Flow (GPD) Accepting MH2 Discharge Sewer 2C - Building 80 beds Hospital 70/bed 5,600.00 MH02E
12” on Santa
Monica Blvd.
2C - Building 5,500 sf Commercial Use 50/1000 Gr.Sq.ft. 275.00 MH02E 2C- Parking 118,265 sf Auto Parking 20/1000 Gr. Sq. ft. 2,365.30 MH02E Mullin Café 1,500 sf Restaurant 300/1000 Gr.Sq.ft. 450.00 MH02E SJ Café 900 sf Restaurant 300/1000 Gr.Sq.ft. 270.00 MH02E Total to MH02E (GPD) 8,960
2I - Building 50,000 sf Medical Office/ Clinic 250/1000 Gr. Sq. ft. 12,500.00 MH02N 12” on 20th St.
2I - Building 4,500 sf Commercial Use 50/1000 Gr.Sq.ft. 225.00 MH02N 2I - Parking 137,828 sf Auto Parking 20/1000 Gr. Sq. ft. 2,756.56 MH02N Total to MH02N (GPD) 15,482
2D/E - Building 36 beds Hospital 70/bed 2,520.00 MH05
18” on Santa
Monica Blvd. 2D/E - Building 3,000 sf Commercial Use 50/1000 Gr.Sq.ft. 150.00 MH05 2D/E - Parking 115,729 sf Auto Parking 20/1000 Gr. Sq. ft. 2,314.58 MH05 S1- Building 25,500 sf Counseling Center 120/1000 Gr. Sq. ft. 3,060.00 MH05 Relocated line in
20th Pl. S1- Building 73 person School: Nursery Day Care 9/person 657.00 MH05 S1/S3- Parking 303,973 sf Auto Parking 20/1000 Gr. Sq. ft. 6,079.46 MH05 S2 - Building 10 units Residential: Apt. - 2 Bedroom 150/dwelling Unit 1,500.00 MH05 S2 12” on Broadway - Building 800 sf Commercial Use 50/1000 Gr.Sq.ft. 40.00 MH05 S2 - Parking 23,987 sf Auto Parking 20/1000 Gr. Sq. ft. 479.74 MH05 S3 - Building1 58,000 sf Medical: Lab in Hospital 250/1000 Gr. Sq. ft. 14,500.00 MH05 Relocated line in 20th Pl. S3 - Building 65,000 sf Medical Office/ Clinic 250/1000 Gr. Sq. ft. 16,250.00 MH05 S4 - Building 250 seats Auditorium 3/seat 750.00 MH05
18” on Santa
Monica Blvd
S4 - Building 133,300 sf Medical Office/ Clinic 250/1000 Gr.Sq.ft 33,325.00 MH05 S4 - Building 3,350 sf Restaurant 300/1000 Gr.Sq.ft. 1,005.00 MH05 S4 - Building 3,350 sf Commercial Use 50/1000 Gr.Sq.ft. 167.50 MH05 S4 - Building 50,350 sf Office 120/1000 Gr.Sq.ft. 6,042.00 MH05 S4/S5 - Parking 462,429 sf Auto Parking 20/1000 Gr. Sq. ft. 9,248.58 MH05 S5 - Building 4 units Residential: Apt - 1 Bed/2Ba 150/dwelling Unit 600.00 MH05 12” on Broadway S5 - Building 18 units Residential: 1 Bed no kitchen 45/BDR 810.00 MH05 S5 - Building 12 units Residential: Apt - 1 Bed/1Ba 110/dwelling Unit 1,320.00 MH05 Total to MH05 (GPD) 100,819
700 South Flower Street, Suite 2100 Los Angeles, CA 90017 213.418.0201 kpff.com
Building 2C has vested uses of Hospital/Health Care, Restaurant or Neighborhood Commercial, Pedestrian Connection, and Parking. The Hospital SGF of 70 GPD/Bed was used for the Hospital/Health Care vested use based on the assumption this square footage would be use for inpatient beds, the Commercial SGF of 50 GPD/1,000 Gr SF was used for the Restaurant or Neighborhood Commercial vested use, and no SGF was used for the Pedestrian Connection since there will not be any sewage generated from this use.
Both Mullin Café and Saint John’s Café will be designated as Restaurant or Neighborhood Commercial vested use. In order to be conservative, the Restaurant SGF of 300 GPD/ 1,000 Gr SF was used for both of these buildings.
Building 2I has vested uses of Medical Office, Restaurant or Neighborhood Commercial, and Parking. The Medical Office/Clinic SGF of 250 GPD/ 1,000 Gr SF was used for the Medical Office vested use and the Commercial SGF of 50 GPD/1,000 Gr SF was used for the Restaurant of Neighborhood Commercial vested use.
Building 2D/E has vested uses of Hospital/Health Care, Restaurant or Neighborhood Commercial, Pedestrian Connection, and Parking. The Hospital SGF of 70 GPD/Bed was used for the Hospital/Health Care vested use, the Commercial SGF of 50 GPD/1,000 Gr SF was used for the Restaurant or Neighborhood Commercial vested use, and no SGF was used for the Pedestrian Connection since there will not be any sewage generated from this use.
Building S1 has vested uses of Child & Family Development Center, Day Care, and Parking. The Counseling Center SGF of 120 GPD/ 1,000 Gr SF was used for the Child & Family Development Center vested use based on the description of the vested use and the School: Nursery Day Care SGF of 9 GPD/person was used for the Day Care vested use.
Building S2 has vested uses of Multifamily Housing, Restaurant or Neighborhood Commercial Uses, and Parking. The Residential: Apt. – 2 Bedroom SGF of 150 GPD/dwelling unit was used for the Multifamily Housing vested use based on the description of the vested use, and the Commercial SGF of 50 GPD/1,000 Gr SF was used for the Restaurant or Neighborhood Commercial vested use.
Building S3 has vested uses of Hospital/Health Care, Medical Research Facilities, Restaurant or Neighborhood Commercial, and Parking. The Medical Office/Clinic SGF of 250 GPD/1,000 Gr SF was used for the Hospital/Health Care vested use based on the description of the vested use, and the Medical:
Lab in Hospital SGF of 250 GPD/1,000 Gr SF was used for the Medical Research Facilities vested use. The report assumes that the entire building will be in medical use with (a) the maximum allowable floor area for the Hospital/Health Care vested use in Building S3 (65,000 square feet) assumed and (b) the remainder of the building as Medical Research Facilities. The exact breakdown between these two uses does not matter from a sewer demand perspective because both uses have the same sewer generation factor. If any of the building’s ground floor square footage is used for the Restaurant or Neighborhood 700 South Flower Street, Suite 2100 Los Angeles, CA 90017 213.418.0201 kpff.com
Commercial use rather than medical use, the building’s sewer demand would likely be lower than projected.
Building S4 has vested uses of Education & Conference Center, Hospital/Health Care, Health & Wellness Center, Medical Research Facilities, Restaurant or Neighborhood Commercial Use, and Parking. The Auditorium SGF of 3 GPD/seat was used for the approximately 8,650 square-foot auditorium included in the Education & Conference Center vested use, the Office Building SGF of 120 GPD/1,000 Gr SF was used for the remaining 50,350 square feet of Education & Conference Center vested use, the Medical Office/Clinic SGF of 250 GPD/1,000 Gr SF was used for both the Hospital/Health Care and Health & Wellness Center vested uses, and the Restaurant or Neighborhood Commercial vested use was split into the Restaurant SGF of 300 GPD/1,000 Gr SF and Commercial SGF of 50 GPD/1,000 Gr SF.
Building S5 has vested uses of Visitor Housing and Parking. The Visitor Housing vested use was broken down into Residential: Apt. – 1Bed/2Ba, Residential: Apt. – 1Bed no kitchen, and Residential: Apt. – 1Bed/1Ba based on the description of the vested use.
The parking on all Phase II sites was assigned the Auto Parking SGF of 20 GPD/1,000 Gr SF. The parking SGF could account for any runoff from floor drains that may be within the structure. 700 South Flower Street, Suite 2100 Los Angeles, CA 90017 213.418.0201 kpff.com
Table 3 – Estimated Sewage Demand from Proposed Buildings: Option 2 Building/Parking Area /Dwelling Units Units LA SGF Use1 SGF1 Avg Flow (GPD) Accepting MH2 Discharge Sewer 2C - Building 117,500 sf Medical Office/ Clinic 250/1000 Gr. Sq. ft. 29,375.00 MH02E 12” on Santa
Monica Blvd
2C- Parking 118,265 sf Auto Parking 20/1000 Gr. Sq. ft. 2,365.30 MH02E Mullin Café 1,500 sf Restaurant 300/1000 Gr.Sq.ft. 450.00 MH02E SJ Café 900 sf Restaurant 300/1000 Gr.Sq.ft. 270.00 MH02E Total to MH02E (GPD) 32,460
2I - Building 50,000 sf Medical Office/ Clinic 250/1000 Gr. Sq. ft. 12,500.00 MH02N 12” on 20th 2I St. - Building 4,500 sf Commercial Use 50/1000 Gr.Sq.ft. 225.00 MH02N 2I - Parking 137,828 sf Auto Parking 20/1000 Gr. Sq. ft. 2,756.56 MH02N Total to MH02N (GPD) 15,482
2D/E - Building 78,500 sf Medical Office/ Clinic 250/1000 Gr. Sq. ft. 19,625.00 MH05 18” on Santa Monica Blvd 2D/E - Parking 115,729 sf Auto Parking 20/1000 Gr. Sq. ft. 2,314.58 MH05 S1- Building 25,500 sf Counseling Center 120/1000 Gr. Sq. ft. 3,060.00 MH05 Relocated line on
20th Pl. S1- Building 73 person School: Nursery Day Care 9/person 657.00 MH05 S1/S3- Parking 303,973 sf Auto Parking 20/1000 Gr. Sq. ft. 6,079.46 MH05 S2 - Building 10 units Residential: Apt. - 2 Bedroom 150/dwelling Unit 1,500.00 MH05 12” on Broadway S2- Building 800 sf Commercial Use 50/1000 Gr.Sq.ft. 40.00 MH05 S2 - Parking 23,987 sf Auto Parking 20/1000 Gr. Sq. ft. 479.74 MH05 S3 - Building1 58,000 sf Medical: Lab in Hospital 250/1000 Gr. Sq. ft. 14,500.00 MH05 Relocated line on 20th Pl. S3 - Building 65,000 sf Medical Office/ Clinic 250/1000 Gr. Sq. ft. 16,250.00 MH05 S4 - Building 250 seats Auditorium 3/seat 750.00 MH05
18” on Santa
Monica Blvd
S4 - Building 155,000 sf Medical Office/ Clinic 250/1000 Gr.Sq.ft 38,750.00 MH05 S4 - Building 35,350 sf Office 120/1000 Gr.Sq.ft. 4,242.00 MH05 S4/S5 - Parking 462,429 sf Auto Parking 20/1000 Gr. Sq. ft. 9,248.58 MH05 S5 - Building 34 units Residential: Apt - 1 Bed/2Ba 150/dwelling Unit 5,100.00 MH05 12” on Broadway Total to MH05 (GPD) 122,596
700 South Flower Street, Suite 2100 Los Angeles, CA 90017 213.418.0201 kpff.com
Table 3 generally provides the most conservative sewer generation assumptions for each Phase II building and therefore provides a “worst case scenario” of sewage generation for Phase II.
Building 2C has vested uses of Hospital/Health Care, Restaurant or Neighborhood Commercial, Pedestrian Connection, and Parking. The Medical Office/Clinic SGF of 250 GPD/1,000 Gr SF was used for the Hospital/Health Care vested use based on the assumption that 2C would be an ambulatory/outpatient facility. In addition, while there is a possibility of ground floor commercial use, the entire building was assumed to be in Hospital/Health Care use to provide a conservative sewer demand. As with the assumption for this building in Table 2, no SGF was used for the Pedestrian Connection since there will not be any sewage generated from this use.
Building 2D/E has vested uses of Hospital/Health Care, Restaurant or Neighborhood Commercial, Pedestrian Connection, and Parking. The Medical Office/Clinic SGF of 250 GPD/1,000 Gr SF was used for the Hospital/Health Care vested use based on the assumption that 2C would be an ambulatory/outpatient facility. In addition, while there is a possibility of ground floor commercial use, the entire building was assumed to be in Hospital/Health Care use to provide a Medical conservative sewer demand. As with the assumption for this building in Table 2, no SGF was used for the Pedestrian Connection since there will not be any sewage generated from this use.
Building S4 has vested uses of Education & Conference Center, Hospital/Health Care, Health & Wellness Center, Medical Research Facilities, Restaurant or Neighborhood Commercial Use, and Parking.
However, Table 3 assumes that the entire Building S4, except for the 250 seats for the auditorium portion of the Education & Conference Center use (Auditorium SGF of 3 GPD/seat) and 35,350 sf of Education & Conference Center vested use that is proposed for smaller education/training conference rooms and administrative space (Office Building SGF of 120 GPD/1,000 Gr SF), is in Hospital/Health Care use with the Medical Office/Clinic SGF of 250 GPD/1,000 Gr SF. This assumption is conservative since up to 6,700 sf of ground floor commercial use is anticipated and the Education & Conference Center use, may require more square footage but not more seats.
For Building S5, while there is a possibility of units with no kitchen or only 1 bathroom, 1 bedroom/2bathroom units were assumed in this table for the entire building to allow for a more conservative sewer demand.
Any proposed building that is not explicitly mentioned above has used the same assumptions as in Table
2. 700 South Flower Street, Suite 2100 Los Angeles, CA 90017 213.418.0201 kpff.com
Sewer Depth Capacity Analysis
Table 4 – Capacity Depth Existing vs Proposed
Test Site Pipe
Size
Recorded
Existing Peak
Daily Sewage
Demand (GPD)
Existing
Depth
(inches)
Existing
Percent
Full
%
Proposed
Building
Daily Sewage
Demand
Option 1
(Gross)
(GPD)4
Proposed
Building
Daily Sewage
Demand
Option 2
(Gross)
(GPD)4
Demolished
Buildings
Daily Sewage
Demand
(GPD)
Total
Proposed
Daily
Sewage
Demand
Option 1
(Net)
(GPD)
Total
Proposed
Daily
Sewage
Demand
Option 2
(Net)
(GPD)
Additional
Depth from
Proposed
Development
Option 13
(inches)
Additional
Depth from
Proposed
Development
Option 23
(inches)
Total
Proposed
Depth
Option 1
(inches)
Total
Proposed
Depth
Option 2
(inches)
Percent
Full
Option 1
%
Percent
Full
Option 2
%
Proposed Buildings
Being Served
Manhole 2E
Santa Monica
Blvd at 20th St.
1 12 in 1,039,000 8.58 71.5% 8,960 32,460 1,651 7,309 30,809 0.6 1.08 9.18 9.66 76.5% 80.5% 2C, Mullin Café, Saint
Johns Cafe
Manhole 2E
Santa Monica
Blvd at 20th St.
(w/out
outlier)2
12in 390,000 5.75 47.9% 8,960 32,460 1,651 7,309 30,809 0.6 1.08 6.35 6.83 52.9 % 56.9% 2C, Mullin Café, Saint
Johns Cafe
Manhole 2N
20th St. at
Santa Monica
Boulevard
12 in 826,000 4.21 35.1% 15,482 15,482 0 15,482 15,482 0.84 D0.84 5.05 5.05 42.1% 42.1% 2I Manhole 5
Broadway 200
FT north of 20th
St.
12 in 997,000 4.95 41.3% 100,819 122,596 14,729 86,090 107,867 1.8 2.04 6.75 6.99 56.3% 58.3% 2D/E, S1, S2, S3, S4,
S5
1 The existing depth and flow in this row are the recorded maximum flows that are within the ADS flow monitoring report. However, they are potential outliers and may not be representative of the actual max flows. This event occurred on May 3 rd
, 2017, just before 3 pm for less than 30
min. It was the only event of its kind to occur during the 14 day monitoring period. 2 If the above measurement is an outlier and not representative of the MH flows, the following depth and flow should be taken as the existing maximum depth and flow for MH02E. Existing Depth and Flow are obtained from Page 37 of the ADS Providence Saint John’s Health Center Flow Monitoring Report April 20, 2017 – May 3, 2017 found in Appendix D. 3 Additional Proposed Depth calculations can be found in Appendix C. 700 South Flower Street, Suite 2100 Los Angeles, CA 90017 213.418.0201 kpff.com
Table 4 above assesses the depth of the public sewers during peak sewage generation in the existing condition vs the proposed condition. This study is based on the City of Santa Monica dry weather design criteria which states that the depth to diameter ratio (d/D) for a 12” pipe cannot be greater than 0.5.
Based on this criteria only Manhole 2N will have sufficient capacity for the proposed development sewage generation. Manholes 2E and 5 will be 75.5%/80.5% and 56.3%/58.3% full, respectively under the two analysis options. The City will corroborate this analysis with a wet-weather analysis using their hydraulic model of the City sewer network and using a wet weather design criteria as outlined on page 5 of this report. The City has reviewed this preliminary sewer study and, based on its review of this preliminary sewer study and these results, has indicated that sewer upgrades may be required. For a description of these potential sewer upgrades, please refer to the Proposed Infrastructure Improvements section beginning on page 4.
The table below summarizes the total gross and net sewage generation for each of the two options.
Option Gross Sewage Generation Net Sewage Generation
Option 1 125,261 GPD 108,881 GPD
Option 2 170,538 GPD 154,158 GPD
Baseline Original Phasing
The proposed development of Saint John’s Health Center will be constructed in multiple phases. The Baseline Original option for this phased buildout is constructing buildings S1, S2 and S3 first. The remaining buildings would be constructed in the stages as shown in Table 5. The table shows how the sewer lines would be affected after each subsequent stage has been completed.
As shown in the table below, during the first two stages the pipes along Broadway and Santa Monica Blvd would be less than 69.5% full. The pipe along Santa Monica Blvd would be 76.5% full in Option 1 and 80.5% full in Option 2 after Stage C if the recorded spike at manhole 2E is considered or 52.9% full in Option 1 and 56.9% in Option 2 if the spike is not considered. For all other pipes, the capacity does not exceed 58.3% throughout all of the stages. Supporting calculations can be found in Appendix C. 700 South Flower Street, Suite 2100 Los Angeles, CA 90017 213.418.0201 kpff.com
Table 5 – Baseline Original Phasing
Test Site Pipe
Size
Recorded
Existing
Peak
Daily
Sewage
Demand
(GPD)
Existing
Depth
(inches)
Existing
Percent
Full
%
Proposed
Building
Cumulative
Daily
Sewage
Demand
Option 1
(Gross)
(GPD)4,5
Proposed
Building
Cumulative
Daily
Sewage
Demand
Option 2
(Gross)
(GPD)4,5
Demolished
Buildings
Cumulative
Daily
Sewage
Demand
(GPD) 5
Total
Proposed
Daily
Sewage
Demand
Option 1
(Net)
(GPD)
Total
Proposed
Daily
Sewage
Demand
Option 2
(Net)
(GPD)
Additional
Depth from
Proposed
Development
Option 1
(inches) 3
Additional
Depth from
Proposed
Development
Option 2
(inches) 3
Total
Proposed
Depth
Option 1
(inches)
Total
Proposed
Depth
Option 2
(inches)
Percent
Full
Option 1
%
Percent
Full
Option 2
%
Proposed Buildings Being Served
Stage A – Buildings S1/S2/S3
Manhole 5
Broadway 200 FT north of 20th St. 12 in 997,000 4.95 41.3% 42,566 42,566 669 41,897 41,897 1.32 1.32 6.27 6.27 52.3% 52.3% 2D/E, S1, S2, S3, S4, S5 Stage B – Building 2I 6
Manhole 2N 20th St. at Santa
Monica Blvd 12 in 826,000 4.21 35.1% 15,482 15,482 0 15,482 15,482 0.84 0.84 5.05 5.05 42.1% 42.1% 2I Manhole 2E
Santa Monica Blvd at 20th St.
1,7
12 in 1,039,000 8.58 71.5% 0 0 1,651 -1,651 -1,651 -0.24 -0.24 8.34 8.34 69.5% 69.5% 2C, Mullin Café, Saint John’s Cafe Manhole 2E Santa Monica Blvd at
20th St. (w/out outlier)2,7 12in 390,000 5.75 47.9% 0 0 1,651 -1,651 -1,651 -0.24 -0.24 5.51 5.51 45.9% 45.9% 2C, Mullin Café, Saint John’s Cafe Stage C – Building 2C
Manhole 2E
Santa Monica Blvd at 20th St.
1 12 in 1,039,000 8.58 71.5% 8,240 31,740 1,651 6,589 30,089 0.6 1.08 9.18 9.66 76.5% 80.5% 2C, Mullin Café, Saint John’s Cafe Manhole 2E Santa Monica Blvd at
20th St. (w/out outlier)2
12in 390,000 5.75 47.9% 8,240 31,740 1,651 6,589 30,089 0.6 1.08 6.35 6.83 52.9% 56.9% 2C, Mullin Café, Saint John’s Cafe Stage D – Buildings S4 and S5
Manhole 5
Broadway 200 FT north of 20th St. 12 in 997,000 4.95 41.3% 95,834 100,657 13,433 82,401 87,224 1.8 1.8 6.75 6.75 56.3% 56.3% 2D/E, S1, S2, S3, S4, S5 Stage E – Buildings 2D/E, Mullin & SJ Cafe
Manhole 5
Broadway 200 FT north of 20th St. 12 in 997,000 4.95 41.3% 100,819 122,596 14,729 86,090 107,867 1.8 2.04 6.75 6.99 56.3% 58.3% 2D/E, S1, S2, S3, S4, S5 Manhole 2E
Santa Monica Blvd at 20th St.
1 12 in 1,039,000 8.58 71.5% 8,960 32,460 1,651 7,309 30,809 0.6 1.08 9.18 9.66 76.5% 80.5% 2C, Mullin Café, Saint John’s Cafe Manhole 2E Santa Monica Blvd at
20th St. (w/out outlier)2
12in 390,000 5.75 47.9% 8,960 32,460 1,651 7,309 30,809 0.6 1.08 6.35 6.83 52.9% 56.9% 2C, Mullin Café, Saint John’s Cafe 1 The existing depth and flow in this row are the recorded maximum flows that are within the ADS flow monitoring report. However, they are potential outliers and may not be representative of the actual max flows. This event occurred on May 3 rd
, 2017, just before 3 pm for less than 30
min. It was the only event of its kind to occur during the 14 day monitoring period. 2 If the above measurement is an outlier and not representative of the MH flows, the following depth and flow should be taken as the existing maximum depth and flow for MH02E. Existing Depth and Flow are obtained from Page 37 of the ADS Providence Saint John’s Health Center Flow Monitoring Report April 20, 2017 – May 3, 2017 found in Appendix D. 3 Additional Proposed Depth calculations can be found in Appendix C. 4 Proposed Daily Sewage Demand calculations can be found in Appendix B. 5 Throughout each stage, the flow values of the buildings being constructed/demolished in that stage get added to the corresponding manhole values from the previous stages. 6 Building 2I adds flow to manhole 2N. The building being demolished in its place originally adds flow to manhole 2E. 7 The values for total proposed and additional depth are negative because in this stage only a demolished building is affecting the manhole, therefore flow and depth is being removed. 700 South Flower Street, Suite 2100 Los Angeles, CA 90017 213.418.0201 kpff.com
Baseline Alternate Phasing
As mentioned above, the proposed development of Saint John’s Health Center will be constructed in multiple phases. A second option for this phased buildout is constructing buildings 2C and S2 first and then constructing the remaining buildings in the stages as shown in Table 6. The table demonstrates how the existing sewer lines would be affected after each subsequent stage has been completed.
As shown in the table below, since no existing buildings will be demolished during the first phase of construction the pipe along Santa Monica Blvd would be 76.5% full in Option 1 and 80.5% full in Option 2 if the recorded spike at manhole 2E is considered or 52.9% full in Option 1 and 56.9% full in Option 2 if the spike is not considered. This sewer demand would continue until the existing buildings are demolished as part of Stage B; this stage would remove existing demand from the sewer but the demand is not significant enough to affect the level in the sewer. Supporting calculations can be found in Appendix C.
700 South Flower Street, Suite 2100 Los Angeles, CA 90017 213.418.0201 kpff.com
Table 6 – Baseline Alternate Phasing
Test Site Pipe
Size
Recorded
Existing
Peak
Daily
Sewage
Demand
(GPD)
Existing
Depth
Existing
Percent
Full
Proposed
Building
Cumulative
Daily Sewage
Demand Option
1 (Gross) (GPD)4
Proposed Building
Cumulative Daily
Sewage Demand
Option 2 (Gross)
(GPD)4
Demolished
Buildings
Cumulative
Daily
Sewage
Demand
(GPD) 4
Total Proposed
Daily Sewage
Demand
Option 1 (Net)
(GPD)
Total Proposed
Daily Sewage
Demand Option
2 (Net) (GPD)
Additional
Depth from
Proposed
Development
Option 1
Additional
Depth from
Proposed
Development
Option 2
Total
Proposed
Depth
Option 1
(inches)
Total
Proposed
Depth
Option 2
(inches)
Percent Full
Option 1
Percent Full
Option 2
Proposed Buildings Served
(inches) % (inches) 3(inches) 3 % %
Stage C – Building 2C and S2
Manhole 2E Santa
Monica Blvd at 20th St.1
12 in 1,039,000 8.58 71.5% 8,240 31,740 0 8,240 31,740 0.6 1.08 9.18 9.66 76.50% 80.50% 2C, Mullin Café, Saint John’s Cafe Manhole 2E Santa
Monica Blvd at 20th St.
(w/out outlier)2
12in 390,000 5.75 47.9% 8,240 31,740 0 8,240 31,740 0.6 1.08 6.35 6.83 52.90% 56.90% 2C, Mullin Café, Saint John’s Cafe Manhole 5 Broadway
200 FT north of 20th St.
12 in 997,000 4.95 41.3% 2,020 2,020 0 2,020 2,020 0.36 0.36 5.31 5.31 44.30% 44.30% 2D/E, S1, S2, S3, S4, S5 Stage A – Buildings S1 and S3
Manhole 5 Broadway
200 FT north of 20th St.
12 in 997,000 4.95 41.3% 42,566 42,566 669 41,897 41,897 1.32 1.32 6.27 6.27 52.30% 52.30% 2D/E, S1, S2, S3, S4, S5 Stage B – Building 2I 5
Manhole 2N 20th St. at
Santa Monica Blvd
12 in 826,000 4.21 35.1% 15,482 15,482 0 15,482 15,482 0.84 0.84 5.05 5.05 42.10% 42.10% 2I Manhole 2E Santa
Monica Blvd at 20th St.1
12 in 1,039,000 8.58 71.5% 8,240 31,740 1,651 6,589 30,089 0.6 1.08 9.18 9.66 76.5% 80.5% 2C, Mullin Café, Saint John’s Cafe Manhole 2E Santa
Monica Blvd at 20th St.
(w/out outlier)2
12in 390,000 5.75 47.9% 8,240 31,740 1,651 6,589 30,089 0.6 1.08 6.35 6.83 52.9% 56.9% 2C, Mullin Café, Saint John’s Cafe Stage D – Buildings S4 and S5
Manhole 5 Broadway
200 FT north of 20th St.
12 in 997,000 4.95 41.3% 97,854 102,677 13,433 84,421 89,244 1.8 2.04 6.63 6.99 55.30% 58.25% 2D/E, S1, S2, S3, S4, S5 Stage E – Buildings 2D/E, Mullin & SJ Cafe
Manhole 5 Broadway
200 FT north of 20th St.
12 in 997,000 4.95 41.3% 100,819 122,596 14,729 86,090 107,867 1.8 2.16 6.75 7.11 56.30% 59.25% 2D/E, S1, S2, S3, S4, S5 Manhole 2E Santa
Monica Blvd at 20th St.1
12 in 1,039,000 8.58 71.5% 8,960 32,460 1,651 7,309 30,809 0.6 1.08 9.18 9.66 76.5% 80.5% 2C, Mullin Café, Saint John’s Cafe Manhole 2E Santa
Monica Blvd at 20th St.
(w/out outlier)2
12in 390,000 5.75 47.9% 8,960 32,460 1,651 7,309 30,809 0.6 1.08 6.35 6.83 52.9% 56.9% 2C, Mullin Café, Saint John’s Cafe 1 The existing depth and flow in this row are the recorded maximum flows that are within the ADS flow monitoring report. However, they are potential outliers and may not be representative of the actual max flows. This event occurred on May 3 rd
, 2017, just before 3 pm for less than 30
min. It was the only event of its kind to occur during the 14 day monitoring period. 2 If the above measurement is an outlier and not representative of the MH flows, the following depth and flow should be taken as the existing maximum depth and flow for MH02E. Existing Depth and Flow are obtained from Page 37 of the ADS Providence Saint John’s Health Center Flow Monitoring Report April 20, 2017 – May 3, 2017 found in Appendix D. 3 Additional Proposed Depth calculations can be found in Appendix C. 4 Throughout each stage, the flow values of the buildings being constructed/demolished in that stage get added to the corresponding manhole values from the previous stages. 5 Building 2I adds flow to manhole 2N. The building being demolished in its place originally adds flow to manhole 2E. 700 South Flower Street, Suite 2100 Los Angeles, CA 90017 213.418.0201 kpff.com
APPENDIX A
EXHIBIT 1
EXHIBIT 2
SS SS SS SS SS SS SS SS SS SS
The project consists of the removal of the existing 18" PVC sewer line in the north half of 21st Street to accommodate for the proposed subterranean parking of Building S4 . The line will be capped at the extent of the removal. To accept the flow from Building S1 and S3 a new sewer line is proposed in the proposed 20th Place and South Campus West Driveway. The line will connect to an existing Manhole in Santa Monica Blvd, run West along Santa Monica Blvd and turn south along the proposed 20th Place to connect to an existing 12" VCP in Broadway Avenue. The proposed line is essentially parallel to the existing 18" PVC line in 21st Street. It is believed that if the existing 18" PVC flows adequately that the proposed adjacent parallel line in 20th Place should do the same.
During design, it may become infeasible to route the sewage from the south most portion of Building S4 to the North to connect to the existing sewer line in Santa Monica Blvd. If this becomes the case, a sewer line is proposed to run from the south of S4, along SE Driveway and connect into the existing sewer main in Broadway. Prior to the issuance of a building permit for Buildings S3, S4, and 2C, additional sewer monitoring will be required to determine whether additional upgrades are needed. Please see the Proposed Infrastructure Improvements section beginning on page 4. 04-2019 LEGEND:
EXISTING SEWER LINE
PROPOSED RELOCATION OF
SEWER LINE:
POSSIBLE LATERAL LOCATIONS:
SEWER LINE TO BE REMOVED:
POSSIBLE S4 ROUTING:
SS
NOTE: LOCATION OF EXISTING AND PROPOSED SERVICES ARE
APPROXIMATE LOCATIONS AND ARE SCHEMATIC. PLEASE
CONSULT ASBUILTS AND SURVEY FOR MORE ACCURATE
LOCATION. SS SS
SEWER SERVICE
SS SS SS SS SS
SS SS SS
SS SS SS SS SS SS SS SS SS 18" PVC 12" VCP
SS SS
18" PVC
12" VCP
SS SS SS SS SS
SS SS SS SS SS
18" PVC
21" VCP 12" VCP SS SS
SS
SS 21" VCP
Potential need to upgrade portion of 12” VCP.
Please see the Proposed Infrastructure
Improvements section beginning on page 4.
12" SS
BROADWAY
21ST
STREET
STREET
20TH STREET SANTA MONICA BLVD.
ARIZONA AVENUE
12" SS
18" SS
18" SS
8" SS
8" SS
10" SS 8" SS
12" SS
12" SS 21" SS 12" SS 12" SS
23RD STREET
23RD COURT
MH02N MH02E
MH05
S=0.0050 S=0.0167 S=0.0048 S=0.0051
S=0.0038 CFDC JWCI EXISTING RESIDENTIAL
EXHIBIT "C"
EXISTING SEWAGE DEMAND
DATE: 05/26/2016
SAINT JOHN'S
FOUNDATION
BUILDING
MRI BULIDING
EXHIBIT 2
DEMOLISHED BUILDINGS
SEWAGE DEMAND
DATE: 08/2018
LEGEND:
EXISTING SEWER LINEMANHOLE STRUCTURE:
SS 18" PVC 12" VCP
12" VCP
18" PVC
21" VCP 12" VCP
700 South Flower Street, Suite 2100 Los Angeles, CA 90017 213.418.0201 kpff.com
APPENDIX B
SEWAGE GENERATION FACTORS
Line FACILITY DESCRIPTION PROPOSED SGF IN GPD BOD SS
No. (mg/l) (mg/l)
1 Acupuncture Office/Clinic 120/1,000 Gr SF 265 275
2 Arcade - Video Games 50/1,000 Gr SF 265 275
3 Auditorium (a) 3/Seat 265 275
4 Auto Parking (a) 20/1,000 Gr SF 265 275
5 Auto Mfg., Service Maintenance (b) Actual 1,260 1,165 6 Bakery 280/1,000 Gr SF 3,020 2,540
7 Bank: Headquarters 120/1,000 Gr SF 265 275
8 Bank: Branch 50/1,000 Gr SF 265 275
9 Ballroom 350/1,000 Gr SF 265 275
10 Banquet Room 350/1,000 Gr SF 265 275
11 Bar: Cocktail, Fixed Set (a) (c) 15/Seat 265 275
12 Bar: Juice, No Baking Facilities (d) 720/1,000 Gr SF 265 275 13 Bar: Juice, with Baking Facilities (d) 720/1,000 Gr SF 265 275 14 Bar: Cocktail, Public Table Area (c) 720/1,000 Gr SF 265 275 15 Barber Shop 120/1,000 Gr SF 265 275
16 Barber Shop (s) 15/Stall 265 275
17 Beauty Parlor 425/1,000 Gr SF 265 275
18 Beauty Parlor (s) 50/Stall 265 275
19 Bldg. Const/Field Office (e) 120/Office 265 275
20 Bowling Alley: Alley, Lanes & Lobby Area 50/1,000 Gr SF 265 275 21 Bowling Facility: Arcade/Bar/Restaurant/Dancing Total Average Average 22 Cafeteria: Fixed Seat 30/Seat 1,000 600
23 Car Wash: Automatic (b) Actual 265 285
24 Car Wash: Coin Operated Bays (b) Actual 265 285
25 Car Wash: Hand Wash (b) Actual 265 285
26 Car Wash: Counter & Sales Area 50/1,000 Gr SF 265 275 27 Chapel: Fixed Seat 3/Seat 265 275
28 Chiropractic Office 120/1,000 Gr SF 265 275
29 Church: Fixed Seat 3/Seat 265 275
30 Church School: Day Care/Elem 9/Occupant 265 275
31 Church School: One Day Use (s) 9/Occupant 265 275
32 Cocktail Lounge: Fixed Seat (f) 15/Seat 265 275
33 Coffee House: No Food Preparation (d) 720/1,000 Gr SF 265 275 34 Coffee House: Pastry Baking Only (d) 720/1,000 Gr SF 265 275 35 Coffee House: Serves Prepared Food (d) 25/Seat 1,000 600 36 Cold Storage: No Sales (g) 30/1,000 Gr SF 265 275
37 Cold Storage: Retail Sales (g) 50/1,000 Gr SF 265 275 38 Comfort Station: Public 80/Fixture 265 275
39 Commercial Use (a) 50/1,000 Gr SF 265 275
SEWERAGE FACILITIES CHARGE
SEWAGE GENERATION FACTOR FOR
RESIDENTIAL AND COMMERCIAL CATEGORIES
EFFECTIVE DATE: April 6, 2012
Line FACILITY DESCRIPTION PROPOSED SGF IN GPD BOD SS
No. (mg/l) (mg/l)
SEWERAGE FACILITIES CHARGE
SEWAGE GENERATION FACTOR FOR
RESIDENTIAL AND COMMERCIAL CATEGORIES
EFFECTIVE DATE: April 6, 2012
40 Community Center 3/Occupant 265 275
41 Conference Room of Office Bldg. 120/1,000 Gr SF 265 275 42 Counseling Center (h) 120/1,000 Gr SF 265 275
43 Credit Union 120/1,000 Gr SF 265 275
44 Dairy Average Flow 1,510 325
45 Dairy: Barn Average Flow 1,510 325
46 Dairy: Retail Area 50/1,000 Gr SF 265 275
47 Dancing Area (of Bars or Nightclub) (c) 350/1,000 Gr SF 265 275 48 Dance Studio (i) 50/1,000 Gr SF 265 275
49 Dental Office/Clinic 250/1,000 Gr SF 265 275
50 Doughnut Shop 280/1,000 Gr SF 1,000 600
51 Drug Rehabilitation Center (h) 120/1,000 Gr SF 265 275 52 Equipment Booth 30/1,000 Gr SF 265 275
53 Film Processing (Retail) 50/1,000 Gr SF 265 275
54 Film Processing (Industrial) Actual 265 275
55 Food Processing Plant (b) Actual 2,210 1,450
56 Gas Station: Self Service 100/W.C. 265 275
57 Gas Station: Four Bays Max 430/Station 1,950 1,175
58 Golf Course Facility: Lobby/Office/Restaurant/Bar Total 700 450 59 Gymnasium: Basketball, Volleyball (k) 200/1,000 Gr SF 265 275 60 Hanger (Aircraft) 50/1,000 Gr SF 265 275
61 Health Club/Spa (k) 650/1,000 Gr SF 265 275
62 Homeless Shelter 70/Bed 265 275
63 Hospital 70/Bed 820 1,230
64 Hospital: Convalescent (a) 70/Bed 265 275
65 Hospital: Animal 300/1,000 Gr SF 820 1,230
66 Hospital: Psychiatric 70/Bed 265 275
67 Hospital: Surgical (a) 360/Bed 265 275
68 Hotel: Use Guest Rooms Only (a) 120/Room 265 275
69 Jail 85/Inmate 265 275
70 Kennel: Dog Kennel/Open 100/1,000 Gr SF 265 275
71 Laboratory: Commercial 250/1,000 Gr SF 265 275
72 Laboratory: Industrial Actual 265 275
73 Laundromat 185/Machine 550 370
74 Library: Public Area 50/1,000 Gr SF 265 275
75 Library: Stacks, Storage 30/1,000 Gr SF 265 275
76 Lobby of Retail Area (l) 50/1,000 Gr SF 265 275
77 Lodge Hall 3/Seat 265 275
78 Lounge (l) 50/1,000 Gr SF 265 275
Line FACILITY DESCRIPTION PROPOSED SGF IN GPD BOD SS
No. (mg/l) (mg/l)
SEWERAGE FACILITIES CHARGE
SEWAGE GENERATION FACTOR FOR
RESIDENTIAL AND COMMERCIAL CATEGORIES
EFFECTIVE DATE: April 6, 2012
79 Machine Shop (No Industrial Waste Permit Required) (b) 50/1,000 Gr SF 265 275 80 Machine Shop (Industrial) Actual 265 275
81 Mfg or Industrial Facility (No IW Permit Required) (b) 50/1,000 Gr SF 265 275 82 Mfg or Industrial Facility (Industrial) Actual 265 275 83 Massage Parlor 250/1,000 Gr SF 265 275
84 Medical Building (a) 225/1,000 Gr SF 265 275
85 Medical: Lab in Hospital 250/1,000 Gr SF 340 275
86 Medical Office/Clinic 250/1,000 Gr SF 265 275
87 Mini-Mall (No Food) 50/1,000 Gr SF 265 275
88 Mortuary: Chapel 3/Seat 265 275
89 Mortuary: Embalming 300/1,000 Gr SF 800 800
90 Mortuary: Living Area 50/1,000 Gr SF 265 275
91 Motel: Use Guest Room Only (a) 120/Room 265 275
92 Museum: All Area 30/1,000 Gr SF 265 275
93 Museum: Office Over 15% 120/1,000 Gr SF 265 275
94 Museum: Sales Area 50/1,000 Gr SF 265 275
95 Office Building (a) 120/1,000 Gr SF 265 275
96 Office Bldg w/Cooling Tower 170/1,000 Gr SF 265 275
97 Plating Plant (No IW Permit Required) (b) 50/1,000 Gr SF 265 275 98 Plating Plant (Industrial) (b) Actual 265 275
99 Pool Hall (No Alcohol) 50/1,000 Gr SF 265 275
100 Post Office: Full Service (m) 120/1,000 Gr SF 265 275 101 Post Office: Private Mail Box Rental 50/1,000 Gr SF 265 275 102 Prisons 175/Inmate 265 275
103 Residential Dorm: College or Residential (n) 70/Student 265 275 104 Residential: Boarding House 70/Bed 265 275
105 Residential: Apt - Bachelor (a) 75/DU 265 275
106 Residential: Apt - 1 BDR (a) (o) 110/DU 265 275
107 Residential: Apt - 2 BDR (a) (o) 150/DU 265 275
108 Residential: Apt - 3 BDR (a) (o) 190/DU 265 275
109 Residential: Apt - >3 BDR (o) 40/BDR 265 275
110 Residential: Condo - 1 BDR (o) 110/DU 265 275
111 Residential: Condo - 2 BDR (o) 150/DU 265 275
112 Residential: Condo - 3 BDR (o) 190/DU 265 275
113 Residential: Condo - >3 BDR (o) 40/BDR 265 275
114 Residential: Duplex/Townhouse - 1 BR (o) 110/DU 265 275 115 Residential: Duplex/Townhouse - 2 BR (o) 150/DU 265 275 116 Residential: Duplex/Townhouse - 3 BR (o) 190/DU 265 275 117 Residential: Duplex/Townhouse - >3 BR (o) 40/BDR 265 275
Line FACILITY DESCRIPTION PROPOSED SGF IN GPD BOD SS
No. (mg/l) (mg/l)
SEWERAGE FACILITIES CHARGE
SEWAGE GENERATION FACTOR FOR
RESIDENTIAL AND COMMERCIAL CATEGORIES
EFFECTIVE DATE: April 6, 2012
118 Residential: SFD - 1 BR (o) 140/DU 265 275
119 Residential: SFD - 2 BR (o) 185/DU 265 275
120 Residential: SFD - 3 BR (o) 230/DU 265 275
121 Residential: SFD - >3 BR (o) 45/BDR 265 275
122 Residential Room Addition: Bedroom (o) 45/BDR 265 275 123 Residential Room Conversion: Into a Bedroom (o) 45/BDR 265 275 124 Residential: Mobile Home Same as Apt 265 275
125 Residential: Artist (2/3 Area) 75/DU 265 275
126 Residential: Artist Residence 75/DU 265 275
127 Residential: Guest Home w/ Kitchen Same as Apt 265 275 128 Residential: Guest Home w/o Kitchen 45/BDR 265 275
129 Rest Home 70/Bed 555 490
130 Restaurant: Drive-In 50/Stall 1000 600
131 Restaurant: Drive-In Seating Area 25/Seat 1000 600
132 Restaurant: Fast Food Indoor Seat 25/Seat 1000 600
133 Restaurant: Fast Food Outdoor Seat 25/Seat 1000 600 134 Restaurant: Full Service Indoor Seat (a) 30/Seat 1000 600 135 Restaurant: Full Service Outdoor Seat 30/Seat 1000 600 136 Restaurant: Take Out 300/1,000 Gr SF 1000 600
137 Retail Area (greater than 100,000 SF) 50/1,000 Gr SF 265 275 138 Retail Area (less than 100,000 SF) 25/1,000 Gr SF 265 275 139 Rifle Range: Shooting Stalls/Lanes, Lobby 50/1,000 Gr SF 265 275 140 Rifle Range Facility: Bar/Restaurant Total Average Average 141 School: Arts/Dancing/Music (i) 11/Student 265 275
142 School: Elementary/Jr. High (a) (p) 9/Student 265 275 143 School: High School (a) (p) 11/Student 265 275
144 School: Kindergarten (s) 9/Student 265 275
145 School: Martial Arts (i) 9/Student 265 275
146 School: Nursery-Day Care (p) 9/Child 265 275
147 School: Special Class (p) 9/Student 265 275
148 School: Trade or Vocational (p) 11/Student 265 275
149 School: Training (p) 11/Student 265 275
150 School: University/College (a) (p) 16/Student 265 275 151 School: Dormitory (a) (n) 70/Student 265 275
152 School: Stadium, Pavilion 3/Seat 265 275
153 Spa/Jacuzzi (Commercial with backwash filters) Total 265 275 154 Storage: Building/Warehouse 30/1,000 Gr SF 265 275
155 Storage: Self-Storage Bldg 30/1,000 Gr SF 265 275
156 Store: Ice Cream/Yogurt 25/1,000 Gr SF 1000 600
Line FACILITY DESCRIPTION PROPOSED SGF IN GPD BOD SS
No. (mg/l) (mg/l)
SEWERAGE FACILITIES CHARGE
SEWAGE GENERATION FACTOR FOR
RESIDENTIAL AND COMMERCIAL CATEGORIES
EFFECTIVE DATE: April 6, 2012
157 Store: Retail (l) 50/1,000 Gr SF 265 275
158 Studio: Film/TV - Audience Viewing Room (q) 3/Seat 265 275 159 Studio: Film/TV - Regular Use Indoor Filming Area (q) 50/1,000 Gr SF 265 275 160 Studio: Film/TV - Ind. Use Film Process/Machine Shop (q) 50/1,000 Gr SF 265 275 161 Studio: Film/TV - Ind. Use Film Process/Machine Shop Total 265 275 162 Studio: Recording 50/1,000 Gr SF 265 275
163 Swimming Pool (Commercial with backwash filters) Total 265 275 164 Tanning Salon: Independent, No Shower (r) 50/1,000 Gr SF 265 275 165 Tanning Salon: Within a Health Spa/Club 640/1,000 Gr SF 265 275 166 Theater: Drive-In 6/Vehicle 265 275
167 Theater: Live/Music/Opera 3/Seat 265 275
168 Theater: Cinema 3/Seat 265 275
169 Tract: Commercial/Residential 1/Acre 265 275
170 Trailer: Const/Field Office (e) 120/Office 265 275
171 Veterinary Clinic/Office 250/1,000 Gr SF 265 275
172 Warehouse 30/1,000 Gr SF 265 275
173 Warehouse w/ Office Total 265 275
174 Waste Dump: Recreational 400/Station 2650 2750
175 Wine Tasting Room: Kitchen 200/1,000 Gr SF 265 275
176 Wine Tasting Room: All Area 50/1,000 Gr SF 265 275
1 FOOTNOTES TO SGFs TABLE
(a) SFC rates for these facilities have historically been published in SFC ordinances. (b) Bureau of Sanitation will determine the flow based on the information given by applicants for facilities with industrial discharge. The flow will be redetermined by Sanitation inspectors annually based on water bills. If the actual flow exceeds the previous year’s determined flow, the applicants will be charged for the difference.
If this type of facility is exempt from an industrial discharge permit, only the domestic SFC will be assessed.
(c) The SFC for a bar shall be the sum of SFC's for all areas based on the SGF for each area (ex. fixed seat area, public table area, dancing area). (d) The determination of SGF for juice bars and coffee houses previously depended on the extent of the actual food preparation in house, not by the types of food provided. Food is assumed to be prepared offsite and as such, the three prior subcategories have been consolidated.
1) SGF for no pastry baking and no food preparation is 720 gpd/1000 gr.sq.ft. 2) SGF for pastry baking only and no food preparation is 720 gpd/1000 gr.sq.ft. 3) SGF for complete food preparation is 25 gpd/seat, the same as a fast food restaurant.
Juice bars and coffee houses do not serve any alcoholic drinks. (e) Building construction includes trailers, field offices, etc. (f) Cocktail lounge usually does not serve prepared food. (g) Cold storage facilities are categorized as follow:
1) No Sales - the cold storage facility is used only for temporary storage, no selling is involved. For example, cold storage facilities at the harbor temporarily store seafood until it is distributed.
2) Cold storage w/ retail sales - the primary function of this facility is to support the wholesale/retail operation of a store, such as supermarket freezers, refrigerators, etc.
(h) Counseling centers include marriage counseling centers, alcohol/drug rehabilitation /dependency centers, nutrition centers, diet centers, etc. 2 (i) Part-time basis schools or dance studios should be charged as retail area - 50 gpd /1000 gr.sq.ft. Full-time basis schools should be charged by the number of students. (j) Domestic waste is estimated at 50 gpd/1,000 square feet in addition to total process flow. (k) Bureau of Sanitation will determine if an industrial permit is needed for health spas. The first year flow is based on 650 gpd/1000 gr.sq.ft., and the Sanitation inspectors will redetermine the flow annually based on water bill from the previous year. The applicants are responsible for paying the difference of SFC.
Health club/spa includes lobby area, workout floors, aerobic rooms, swimming pools, Jacuzzi, sauna, locker rooms, showers, and restrooms. If a health club/spa has a gymnasium type of facility, this portion should be charged separately at the gymnasium SFC rate.
Gymnasiums include basketball court, volleyball court, and any other large open space with low occupancy density.
(l) Lobby of retail includes lounges, holding rooms, or waiting area, etc. (m) Full service post offices include U.S. Postal Service, UPS, Federal Express, DHL, and etc.
(n) The SGF for a college dormitory based on student capacity also includes the SGF for the dormitory cafeterias.
(o) A bedroom is defined as an enclosed subdivision with 50 sq.ft. or more floor area in a residential building commonly used for sleeping purpose, and is partitioned off to form a habitable room.
(p) The SGF for schools based on the student capacity, covers the following facilities:
1) classrooms and lecture halls
2) professors' offices
3) administration offices
4) laboratories for classes or research
5) libraries
6) bookstores
7) student/professor lounges
8) school cafeterias
9) warehouses and storage areas
10) auditoriums
11) gymnasiums
12) restrooms
3 It does not include water used by schools for swimming pools. When a school files an application for addition of any of the foregoing facilities, the student population will be reassessed and the total gpd for the new facility will be based on the number of students increased since the last SFC was paid or when the City implemented the SFC for the first time. The SFC for any school facility (ex. stadium, dormitory, etc.) not listed above, will be based on the designated SGF for that category.
(q) The SFC for a TV or motion picture studio shall be the sum of SFC's for different facilities in the studio, based on the SGF for each facility. A studio may include one or more of the following facilities: audience viewing room, filming room, film processing, storage area, etc.
(r) No independent tanning salons with shower were encountered during 1996 survey. (s) Alternative basis of charge for City’s consideration. The prior square footage basis is also presented should the City decide to continue charging on that basis. 700 South Flower Street, Suite 2100 Los Angeles, CA 90017 213.418.0201 kpff.com
APPENDIX C
ADDITIONAL PROPOSED DEPTH CALCULATIONS
Project Description
Friction Method Manning Formula
Solve For Discharge
Input Data
Roughness Coefficient 0.015
Channel Slope 0.01360 ft/ft
Normal Depth 1.00 ft
Diameter 1.00 ft
Results
Discharge 2327208.95 gal/day
Flow Area 0.79 ft²
Wetted Perimeter 3.14 ft
Hydraulic Radius 0.25 ft
Top Width 0.00 ft
Critical Depth 0.81 ft
Percent Full 100.0 %
Critical Slope 0.01390 ft/ft
Velocity 4.58 ft/s
Velocity Head 0.33 ft
Specific Energy 1.33 ft
Froude Number 0.00
Maximum Discharge 3.87 ft³/s
Discharge Full 3.60 ft³/s
Slope Full 0.01360 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 100.00 %
Downstream Velocity Infinity ft/s
Capacity of Existing 12" Line in 20th Street (S = 1.36%) 9/19/2017 4:18:03 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1Page of 2 GVF Output Data
Upstream Velocity Infinity ft/s
Normal Depth 1.00 ft
Critical Depth 0.81 ft
Channel Slope 0.01360 ft/ft
Critical Slope 0.01390 ft/ft
Capacity of Existing 12" Line in 20th Street (S = 1.36%) 9/19/2017 4:18:03 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2Page of 2 Project Description
Friction Method Manning Formula
Solve For Discharge
Input Data
Roughness Coefficient 0.015
Channel Slope 0.00720 ft/ft
Normal Depth 1.00 ft
Diameter 1.00 ft
Results
Discharge 1693293.23 gal/day
Flow Area 0.79 ft²
Wetted Perimeter 3.14 ft
Hydraulic Radius 0.25 ft
Top Width 0.00 ft
Critical Depth 0.69 ft
Percent Full 100.0 %
Critical Slope 0.01051 ft/ft
Velocity 3.34 ft/s
Velocity Head 0.17 ft
Specific Energy 1.17 ft
Froude Number 0.00
Maximum Discharge 2.82 ft³/s
Discharge Full 2.62 ft³/s
Slope Full 0.00720 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 100.00 %
Downstream Velocity Infinity ft/s
Existing Capacity of 12" line in Santa Monica Blvd (S=0.72%) 9/19/2017 4:21:11 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1Page of 2 GVF Output Data
Upstream Velocity Infinity ft/s
Normal Depth 1.00 ft
Critical Depth 0.69 ft
Channel Slope 0.00720 ft/ft
Critical Slope 0.01051 ft/ft
Existing Capacity of 12" line in Santa Monica Blvd (S=0.72%) 9/19/2017 4:21:11 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2Page of 2 Project Description
Friction Method Manning Formula
Solve For Discharge
Input Data
Roughness Coefficient 0.015
Channel Slope 0.00700 ft/ft
Normal Depth 1.00 ft
Diameter 1.00 ft
Results
Discharge 1669609.64 gal/day
Flow Area 0.79 ft²
Wetted Perimeter 3.14 ft
Hydraulic Radius 0.25 ft
Top Width 0.00 ft
Critical Depth 0.69 ft
Percent Full 100.0 %
Critical Slope 0.01042 ft/ft
Velocity 3.29 ft/s
Velocity Head 0.17 ft
Specific Energy 1.17 ft
Froude Number 0.00
Maximum Discharge 2.78 ft³/s
Discharge Full 2.58 ft³/s
Slope Full 0.00700 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 100.00 %
Downstream Velocity Infinity ft/s
Existing Capacity of 12" Line in Broadway (S=0.7%)
9/19/2017 4:22:26 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1Page of 2 GVF Output Data
Upstream Velocity Infinity ft/s
Normal Depth 1.00 ft
Critical Depth 0.69 ft
Channel Slope 0.00700 ft/ft
Critical Slope 0.01042 ft/ft
Existing Capacity of 12" Line in Broadway (S=0.7%)
9/19/2017 4:22:26 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2Page of 2 Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.015
Channel Slope 0.00720 ft/ft
Diameter 1.00 ft
Discharge 1323.00 gal/day
Results
Normal Depth 0.02 ft
Flow Area 0.00 ft²
Wetted Perimeter 0.29 ft
Hydraulic Radius 0.01 ft
Top Width 0.29 ft
Critical Depth 0.02 ft
Percent Full 2.2 %
Critical Slope 0.01466 ft/ft
Velocity 0.49 ft/s
Velocity Head 0.00 ft
Specific Energy 0.03 ft
Froude Number 0.72
Maximum Discharge 2.82 ft³/s
Discharge Full 2.62 ft³/s
Slope Full 0.00000 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 2.16 %
Downstream Velocity Infinity ft/s
Proposed Flow to MH2E - Option 1
11/29/2017 2:25:48 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1Page of 2 GVF Output Data
Upstream Velocity Infinity ft/s
Normal Depth 0.02 ft
Critical Depth 0.02 ft
Channel Slope 0.00720 ft/ft
Critical Slope 0.01466 ft/ft
Proposed Flow to MH2E - Option 1
11/29/2017 2:25:48 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2Page of 2 Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.015
Channel Slope 0.00720 ft/ft
Diameter 1.00 ft
Discharge 24823.00 gal/day
Results
Normal Depth 0.08 ft
Flow Area 0.03 ft²
Wetted Perimeter 0.59 ft
Hydraulic Radius 0.05 ft
Top Width 0.56 ft
Critical Depth 0.08 ft
Percent Full 8.4 %
Critical Slope 0.00935 ft/ft
Velocity 1.21 ft/s
Velocity Head 0.02 ft
Specific Energy 0.11 ft
Froude Number 0.89
Maximum Discharge 2.82 ft³/s
Discharge Full 2.62 ft³/s
Slope Full 0.00000 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 8.44 %
Downstream Velocity Infinity ft/s
Proposed Flow to MH 2E - Option 2
11/29/2017 2:27:28 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1Page of 2 GVF Output Data
Upstream Velocity Infinity ft/s
Normal Depth 0.08 ft
Critical Depth 0.08 ft
Channel Slope 0.00720 ft/ft
Critical Slope 0.00935 ft/ft
Proposed Flow to MH 2E - Option 2
11/29/2017 2:27:28 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2Page of 2 Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.015
Channel Slope 0.00500 ft/ft
Diameter 1.00 ft
Discharge 15482.00 gal/day
Results
Normal Depth 0.07 ft
Flow Area 0.03 ft²
Wetted Perimeter 0.55 ft
Hydraulic Radius 0.05 ft
Top Width 0.52 ft
Critical Depth 0.06 ft
Percent Full 7.4 %
Critical Slope 0.00984 ft/ft
Velocity 0.92 ft/s
Velocity Head 0.01 ft
Specific Energy 0.09 ft
Froude Number 0.73
Maximum Discharge 2.35 ft³/s
Discharge Full 2.18 ft³/s
Slope Full 0.00000 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 7.35 %
Downstream Velocity Infinity ft/s
Proposed Flow to MH 2N - Option 1 & 2
11/29/2017 2:37:54 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1Page of 2 GVF Output Data
Upstream Velocity Infinity ft/s
Normal Depth 0.07 ft
Critical Depth 0.06 ft
Channel Slope 0.00500 ft/ft
Critical Slope 0.00984 ft/ft
Proposed Flow to MH 2N - Option 1 & 2
11/29/2017 2:37:54 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2Page of 2 Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.015
Channel Slope 0.00700 ft/ft
Diameter 1.00 ft
Discharge 84591.00 gal/day
Results
Normal Depth 0.15 ft
Flow Area 0.08 ft²
Wetted Perimeter 0.80 ft
Hydraulic Radius 0.09 ft
Top Width 0.72 ft
Critical Depth 0.15 ft
Percent Full 15.3 %
Critical Slope 0.00810 ft/ft
Velocity 1.72 ft/s
Velocity Head 0.05 ft
Specific Energy 0.20 ft
Froude Number 0.93
Maximum Discharge 2.78 ft³/s
Discharge Full 2.58 ft³/s
Slope Full 0.00002 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 15.31 %
Downstream Velocity Infinity ft/s
Proposed Flow to MH5 - Option 1
12/8/2017 2:56:13 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1Page of 2 GVF Output Data
Upstream Velocity Infinity ft/s
Normal Depth 0.15 ft
Critical Depth 0.15 ft
Channel Slope 0.00700 ft/ft
Critical Slope 0.00810 ft/ft
Proposed Flow to MH5 - Option 1
12/8/2017 2:56:13 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2Page of 2 Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.015
Channel Slope 0.00700 ft/ft
Diameter 1.00 ft
Discharge 106368.00 gal/day
Results
Normal Depth 0.17 ft
Flow Area 0.09 ft²
Wetted Perimeter 0.85 ft
Hydraulic Radius 0.10 ft
Top Width 0.75 ft
Critical Depth 0.17 ft
Percent Full 17.1 %
Critical Slope 0.00793 ft/ft
Velocity 1.84 ft/s
Velocity Head 0.05 ft
Specific Energy 0.22 ft
Froude Number 0.94
Maximum Discharge 2.78 ft³/s
Discharge Full 2.58 ft³/s
Slope Full 0.00003 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 17.10 %
Downstream Velocity Infinity ft/s
Proposed Flow to MH5 - Option 2
12/8/2017 2:57:02 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1Page of 2 GVF Output Data
Upstream Velocity Infinity ft/s
Normal Depth 0.17 ft
Critical Depth 0.17 ft
Channel Slope 0.00700 ft/ft
Critical Slope 0.00793 ft/ft
Proposed Flow to MH5 - Option 2
12/8/2017 2:57:02 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2Page of 2 Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.015
Channel Slope 0.00700 ft/ft
Diameter 1.00 ft
Discharge 41897.00 gal/day
Results
Normal Depth 0.11 ft
Flow Area 0.05 ft²
Wetted Perimeter 0.67 ft
Hydraulic Radius 0.07 ft
Top Width 0.62 ft
Critical Depth 0.10 ft
Percent Full 10.9 %
Critical Slope 0.00878 ft/ft
Velocity 1.39 ft/s
Velocity Head 0.03 ft
Specific Energy 0.14 ft
Froude Number 0.90
Maximum Discharge 2.78 ft³/s
Discharge Full 2.58 ft³/s
Slope Full 0.00000 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 10.92 %
Downstream Velocity Infinity ft/s
Baseline Phasing - Stage A - MH5
11/29/2017 5:01:46 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1Page of 2 GVF Output Data
Upstream Velocity Infinity ft/s
Normal Depth 0.11 ft
Critical Depth 0.10 ft
Channel Slope 0.00700 ft/ft
Critical Slope 0.00878 ft/ft
Baseline Phasing - Stage A - MH5
11/29/2017 5:01:46 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2Page of 2 Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.015
Channel Slope 0.00720 ft/ft
Diameter 1.00 ft
Discharge 7637.00 gal/day
Results
Normal Depth 0.05 ft
Flow Area 0.01 ft²
Wetted Perimeter 0.44 ft
Hydraulic Radius 0.03 ft
Top Width 0.43 ft
Critical Depth 0.04 ft
Percent Full 4.9 %
Critical Slope 0.01094 ft/ft
Velocity 0.84 ft/s
Velocity Head 0.01 ft
Specific Energy 0.06 ft
Froude Number 0.82
Maximum Discharge 2.82 ft³/s
Discharge Full 2.62 ft³/s
Slope Full 0.00000 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 4.86 %
Downstream Velocity Infinity ft/s
Baseline Phasing - Stage B - MH 2E
11/29/2017 5:06:42 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1Page of 2 GVF Output Data
Upstream Velocity Infinity ft/s
Normal Depth 0.05 ft
Critical Depth 0.04 ft
Channel Slope 0.00720 ft/ft
Critical Slope 0.01094 ft/ft
Baseline Phasing - Stage B - MH 2E
11/29/2017 5:06:42 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2Page of 2 Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.015
Channel Slope 0.00500 ft/ft
Diameter 1.00 ft
Discharge 15482.00 gal/day
Results
Normal Depth 0.07 ft
Flow Area 0.03 ft²
Wetted Perimeter 0.55 ft
Hydraulic Radius 0.05 ft
Top Width 0.52 ft
Critical Depth 0.06 ft
Percent Full 7.4 %
Critical Slope 0.00984 ft/ft
Velocity 0.92 ft/s
Velocity Head 0.01 ft
Specific Energy 0.09 ft
Froude Number 0.73
Maximum Discharge 2.35 ft³/s
Discharge Full 2.18 ft³/s
Slope Full 0.00000 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 7.35 %
Downstream Velocity Infinity ft/s
Baseline Phasing - Stage B - MH 2N
11/29/2017 5:02:41 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1Page of 2 GVF Output Data
Upstream Velocity Infinity ft/s
Normal Depth 0.07 ft
Critical Depth 0.06 ft
Channel Slope 0.00500 ft/ft
Critical Slope 0.00984 ft/ft
Baseline Phasing - Stage B - MH 2N
11/29/2017 5:02:41 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2Page of 2 Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.015
Channel Slope 0.00720 ft/ft
Diameter 1.00 ft
Discharge 603.00 gal/day
Results
Normal Depth 0.01 ft
Flow Area 0.00 ft²
Wetted Perimeter 0.25 ft
Hydraulic Radius 0.01 ft
Top Width 0.24 ft
Critical Depth 0.01 ft
Percent Full 1.5 %
Critical Slope 0.01604 ft/ft
Velocity 0.38 ft/s
Velocity Head 0.00 ft
Specific Energy 0.02 ft
Froude Number 0.68
Maximum Discharge 2.82 ft³/s
Discharge Full 2.62 ft³/s
Slope Full 0.00000 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 1.50 %
Downstream Velocity Infinity ft/s
Baseline Phasing - Stage C - MH2E - Option 1
11/29/2017 5:42:39 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1Page of 2 GVF Output Data
Upstream Velocity Infinity ft/s
Normal Depth 0.01 ft
Critical Depth 0.01 ft
Channel Slope 0.00720 ft/ft
Critical Slope 0.01604 ft/ft
Baseline Phasing - Stage C - MH2E - Option 1
11/29/2017 5:42:39 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2Page of 2 Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.015
Channel Slope 0.00720 ft/ft
Diameter 1.00 ft
Discharge 24103.00 gal/day
Results
Normal Depth 0.08 ft
Flow Area 0.03 ft²
Wetted Perimeter 0.59 ft
Hydraulic Radius 0.05 ft
Top Width 0.55 ft
Critical Depth 0.08 ft
Percent Full 8.3 %
Critical Slope 0.00938 ft/ft
Velocity 1.20 ft/s
Velocity Head 0.02 ft
Specific Energy 0.11 ft
Froude Number 0.89
Maximum Discharge 2.82 ft³/s
Discharge Full 2.62 ft³/s
Slope Full 0.00000 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 8.32 %
Downstream Velocity Infinity ft/s
Baseline Phasing - Stage C - MH2E - Option 2E
11/29/2017 5:44:01 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1Page of 2 GVF Output Data
Upstream Velocity Infinity ft/s
Normal Depth 0.08 ft
Critical Depth 0.08 ft
Channel Slope 0.00720 ft/ft
Critical Slope 0.00938 ft/ft
Baseline Phasing - Stage C - MH2E - Option 2E
11/29/2017 5:44:01 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2Page of 2 Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.015
Channel Slope 0.00700 ft/ft
Diameter 1.00 ft
Discharge 80901.00 gal/day
Results
Normal Depth 0.15 ft
Flow Area 0.07 ft²
Wetted Perimeter 0.79 ft
Hydraulic Radius 0.09 ft
Top Width 0.71 ft
Critical Depth 0.14 ft
Percent Full 15.0 %
Critical Slope 0.00818 ft/ft
Velocity 1.70 ft/s
Velocity Head 0.04 ft
Specific Energy 0.19 ft
Froude Number 0.93
Maximum Discharge 2.78 ft³/s
Discharge Full 2.58 ft³/s
Slope Full 0.00002 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 14.98 %
Downstream Velocity Infinity ft/s
Baseline Original - Stage D Option 1
12/8/2017 9:42:37 AM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1Page of 2 GVF Output Data
Upstream Velocity Infinity ft/s
Normal Depth 0.15 ft
Critical Depth 0.14 ft
Channel Slope 0.00700 ft/ft
Critical Slope 0.00818 ft/ft
Baseline Original - Stage D Option 1
12/8/2017 9:42:37 AM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2Page of 2 Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.015
Channel Slope 0.00700 ft/ft
Diameter 1.00 ft
Discharge 85724.00 gal/day
Results
Normal Depth 0.15 ft
Flow Area 0.08 ft²
Wetted Perimeter 0.81 ft
Hydraulic Radius 0.10 ft
Top Width 0.72 ft
Critical Depth 0.15 ft
Percent Full 15.4 %
Critical Slope 0.00808 ft/ft
Velocity 1.73 ft/s
Velocity Head 0.05 ft
Specific Energy 0.20 ft
Froude Number 0.93
Maximum Discharge 2.78 ft³/s
Discharge Full 2.58 ft³/s
Slope Full 0.00002 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 15.40 %
Downstream Velocity Infinity ft/s
Baseline Original - Stage D - 5 - Option 2
12/8/2017 9:44:42 AM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1Page of 2 GVF Output Data
Upstream Velocity Infinity ft/s
Normal Depth 0.15 ft
Critical Depth 0.15 ft
Channel Slope 0.00700 ft/ft
Critical Slope 0.00808 ft/ft
Baseline Original - Stage D - 5 - Option 2
12/8/2017 9:44:42 AM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2Page of 2 Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.015
Channel Slope 0.00720 ft/ft
Diameter 1.00 ft
Discharge 1323.00 gal/day
Results
Normal Depth 0.02 ft
Flow Area 0.00 ft²
Wetted Perimeter 0.29 ft
Hydraulic Radius 0.01 ft
Top Width 0.29 ft
Critical Depth 0.02 ft
Percent Full 2.2 %
Critical Slope 0.01466 ft/ft
Velocity 0.49 ft/s
Velocity Head 0.00 ft
Specific Energy 0.03 ft
Froude Number 0.72
Maximum Discharge 2.82 ft³/s
Discharge Full 2.62 ft³/s
Slope Full 0.00000 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 2.16 %
Downstream Velocity Infinity ft/s
Baseline Phasing - Stage E - MH 2E - Option 1
11/29/2017 5:45:39 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1Page of 2 GVF Output Data
Upstream Velocity Infinity ft/s
Normal Depth 0.02 ft
Critical Depth 0.02 ft
Channel Slope 0.00720 ft/ft
Critical Slope 0.01466 ft/ft
Baseline Phasing - Stage E - MH 2E - Option 1
11/29/2017 5:45:39 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2Page of 2 Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.015
Channel Slope 0.00720 ft/ft
Diameter 1.00 ft
Discharge 24823.00 gal/day
Results
Normal Depth 0.08 ft
Flow Area 0.03 ft²
Wetted Perimeter 0.59 ft
Hydraulic Radius 0.05 ft
Top Width 0.56 ft
Critical Depth 0.08 ft
Percent Full 8.4 %
Critical Slope 0.00935 ft/ft
Velocity 1.21 ft/s
Velocity Head 0.02 ft
Specific Energy 0.11 ft
Froude Number 0.89
Maximum Discharge 2.82 ft³/s
Discharge Full 2.62 ft³/s
Slope Full 0.00000 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 8.44 %
Downstream Velocity Infinity ft/s
Baseline Phasing - Stage E - MH2E - Option 2
11/29/2017 5:46:44 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1Page of 2 GVF Output Data
Upstream Velocity Infinity ft/s
Normal Depth 0.08 ft
Critical Depth 0.08 ft
Channel Slope 0.00720 ft/ft
Critical Slope 0.00935 ft/ft
Baseline Phasing - Stage E - MH2E - Option 2
11/29/2017 5:46:44 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2Page of 2 Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.015
Channel Slope 0.00700 ft/ft
Diameter 1.00 ft
Discharge 84591.00 gal/day
Results
Normal Depth 0.15 ft
Flow Area 0.08 ft²
Wetted Perimeter 0.80 ft
Hydraulic Radius 0.09 ft
Top Width 0.72 ft
Critical Depth 0.15 ft
Percent Full 15.3 %
Critical Slope 0.00810 ft/ft
Velocity 1.72 ft/s
Velocity Head 0.05 ft
Specific Energy 0.20 ft
Froude Number 0.93
Maximum Discharge 2.78 ft³/s
Discharge Full 2.58 ft³/s
Slope Full 0.00002 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 15.31 %
Downstream Velocity Infinity ft/s
Baseline Original - Stage E - MH5 - Option 1
12/8/2017 9:57:13 AM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1Page of 2 GVF Output Data
Upstream Velocity Infinity ft/s
Normal Depth 0.15 ft
Critical Depth 0.15 ft
Channel Slope 0.00700 ft/ft
Critical Slope 0.00810 ft/ft
Baseline Original - Stage E - MH5 - Option 1
12/8/2017 9:57:13 AM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2Page of 2 Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.015
Channel Slope 0.00700 ft/ft
Diameter 1.00 ft
Discharge 106369.00 gal/day
Results
Normal Depth 0.17 ft
Flow Area 0.09 ft²
Wetted Perimeter 0.85 ft
Hydraulic Radius 0.10 ft
Top Width 0.75 ft
Critical Depth 0.17 ft
Percent Full 17.1 %
Critical Slope 0.00793 ft/ft
Velocity 1.84 ft/s
Velocity Head 0.05 ft
Specific Energy 0.22 ft
Froude Number 0.94
Maximum Discharge 2.78 ft³/s
Discharge Full 2.58 ft³/s
Slope Full 0.00003 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 17.10 %
Downstream Velocity Infinity ft/s
Baseline Original - Stage E - MH5 -Option 2
12/8/2017 10:01:25 AM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1Page of 2 GVF Output Data
Upstream Velocity Infinity ft/s
Normal Depth 0.17 ft
Critical Depth 0.17 ft
Channel Slope 0.00700 ft/ft
Critical Slope 0.00793 ft/ft
Baseline Original - Stage E - MH5 -Option 2
12/8/2017 10:01:25 AM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2Page of 2 Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.015
Channel Slope 0.00720 ft/ft
Diameter 1.00 ft
Discharge 8240.00 gal/day
Results
Normal Depth 0.05 ft
Flow Area 0.01 ft²
Wetted Perimeter 0.45 ft
Hydraulic Radius 0.03 ft
Top Width 0.44 ft
Critical Depth 0.05 ft
Percent Full 5.0 %
Critical Slope 0.01069 ft/ft
Velocity 0.86 ft/s
Velocity Head 0.01 ft
Specific Energy 0.06 ft
Froude Number 0.82
Maximum Discharge 2.82 ft³/s
Discharge Full 2.62 ft³/s
Slope Full 0.00000 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 5.03 %
Downstream Velocity Infinity ft/s
Alternate Phasing - Stage C - MH2E- Option 1
11/29/2017 5:49:22 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1Page of 2 GVF Output Data
Upstream Velocity Infinity ft/s
Normal Depth 0.05 ft
Critical Depth 0.05 ft
Channel Slope 0.00720 ft/ft
Critical Slope 0.01069 ft/ft
Alternate Phasing - Stage C - MH2E- Option 1
11/29/2017 5:49:22 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2Page of 2 Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.015
Channel Slope 0.00720 ft/ft
Diameter 1.00 ft
Discharge 31740.00 gal/day
Results
Normal Depth 0.09 ft
Flow Area 0.04 ft²
Wetted Perimeter 0.63 ft
Hydraulic Radius 0.06 ft
Top Width 0.59 ft
Critical Depth 0.09 ft
Percent Full 9.5 %
Critical Slope 0.00904 ft/ft
Velocity 1.30 ft/s
Velocity Head 0.03 ft
Specific Energy 0.12 ft
Froude Number 0.90
Maximum Discharge 2.82 ft³/s
Discharge Full 2.62 ft³/s
Slope Full 0.00000 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 9.48 %
Downstream Velocity Infinity ft/s
Alternate Phasing - Stage C - MH 2E - Option 2
11/29/2017 5:51:09 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1Page of 2 GVF Output Data
Upstream Velocity Infinity ft/s
Normal Depth 0.09 ft
Critical Depth 0.09 ft
Channel Slope 0.00720 ft/ft
Critical Slope 0.00904 ft/ft
Alternate Phasing - Stage C - MH 2E - Option 2
11/29/2017 5:51:09 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2Page of 2 Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.015
Channel Slope 0.00700 ft/ft
Diameter 1.00 ft
Discharge 2020.00 gal/day
Results
Normal Depth 0.03 ft
Flow Area 0.01 ft²
Wetted Perimeter 0.33 ft
Hydraulic Radius 0.02 ft
Top Width 0.32 ft
Critical Depth 0.02 ft
Percent Full 2.6 %
Critical Slope 0.01325 ft/ft
Velocity 0.56 ft/s
Velocity Head 0.00 ft
Specific Energy 0.03 ft
Froude Number 0.74
Maximum Discharge 2.78 ft³/s
Discharge Full 2.58 ft³/s
Slope Full 0.00000 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 2.62 %
Downstream Velocity Infinity ft/s
Alternate Phasing - Stage C - MH5
11/29/2017 5:56:04 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1Page of 2 GVF Output Data
Upstream Velocity Infinity ft/s
Normal Depth 0.03 ft
Critical Depth 0.02 ft
Channel Slope 0.00700 ft/ft
Critical Slope 0.01325 ft/ft
Alternate Phasing - Stage C - MH5
11/29/2017 5:56:04 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2Page of 2 Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.015
Channel Slope 0.00700 ft/ft
Diameter 1.00 ft
Discharge 41897.00 gal/day
Results
Normal Depth 0.11 ft
Flow Area 0.05 ft²
Wetted Perimeter 0.67 ft
Hydraulic Radius 0.07 ft
Top Width 0.62 ft
Critical Depth 0.10 ft
Percent Full 10.9 %
Critical Slope 0.00878 ft/ft
Velocity 1.39 ft/s
Velocity Head 0.03 ft
Specific Energy 0.14 ft
Froude Number 0.90
Maximum Discharge 2.78 ft³/s
Discharge Full 2.58 ft³/s
Slope Full 0.00000 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 10.92 %
Downstream Velocity Infinity ft/s
Alternate Phasing- Stage A - MH 5
11/29/2017 5:57:45 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1Page of 2 GVF Output Data
Upstream Velocity Infinity ft/s
Normal Depth 0.11 ft
Critical Depth 0.10 ft
Channel Slope 0.00700 ft/ft
Critical Slope 0.00878 ft/ft
Alternate Phasing- Stage A - MH 5
11/29/2017 5:57:45 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2Page of 2 Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.015
Channel Slope 0.00720 ft/ft
Diameter 1.00 ft
Discharge 603.00 gal/day
Results
Normal Depth 0.01 ft
Flow Area 0.00 ft²
Wetted Perimeter 0.25 ft
Hydraulic Radius 0.01 ft
Top Width 0.24 ft
Critical Depth 0.01 ft
Percent Full 1.5 %
Critical Slope 0.01604 ft/ft
Velocity 0.38 ft/s
Velocity Head 0.00 ft
Specific Energy 0.02 ft
Froude Number 0.68
Maximum Discharge 2.82 ft³/s
Discharge Full 2.62 ft³/s
Slope Full 0.00000 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 1.50 %
Downstream Velocity Infinity ft/s
Alternate Phasing - Stage B - MH 2E - Option 1
11/29/2017 6:02:46 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1Page of 2 GVF Output Data
Upstream Velocity Infinity ft/s
Normal Depth 0.01 ft
Critical Depth 0.01 ft
Channel Slope 0.00720 ft/ft
Critical Slope 0.01604 ft/ft
Alternate Phasing - Stage B - MH 2E - Option 1
11/29/2017 6:02:46 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2Page of 2 Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.015
Channel Slope 0.00720 ft/ft
Diameter 1.00 ft
Discharge 24103.00 gal/day
Results
Normal Depth 0.08 ft
Flow Area 0.03 ft²
Wetted Perimeter 0.59 ft
Hydraulic Radius 0.05 ft
Top Width 0.55 ft
Critical Depth 0.08 ft
Percent Full 8.3 %
Critical Slope 0.00938 ft/ft
Velocity 1.20 ft/s
Velocity Head 0.02 ft
Specific Energy 0.11 ft
Froude Number 0.89
Maximum Discharge 2.82 ft³/s
Discharge Full 2.62 ft³/s
Slope Full 0.00000 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 8.32 %
Downstream Velocity Infinity ft/s
Alternate Phasing - Stage B - MH 2E - Option 2
11/29/2017 6:03:56 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1Page of 2 GVF Output Data
Upstream Velocity Infinity ft/s
Normal Depth 0.08 ft
Critical Depth 0.08 ft
Channel Slope 0.00720 ft/ft
Critical Slope 0.00938 ft/ft
Alternate Phasing - Stage B - MH 2E - Option 2
11/29/2017 6:03:56 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2Page of 2 Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.015
Channel Slope 0.00500 ft/ft
Diameter 1.00 ft
Discharge 15482.00 gal/day
Results
Normal Depth 0.07 ft
Flow Area 0.03 ft²
Wetted Perimeter 0.55 ft
Hydraulic Radius 0.05 ft
Top Width 0.52 ft
Critical Depth 0.06 ft
Percent Full 7.4 %
Critical Slope 0.00984 ft/ft
Velocity 0.92 ft/s
Velocity Head 0.01 ft
Specific Energy 0.09 ft
Froude Number 0.73
Maximum Discharge 2.35 ft³/s
Discharge Full 2.18 ft³/s
Slope Full 0.00000 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 7.35 %
Downstream Velocity Infinity ft/s
Alternate Phasing - Stage B - MH2N
11/29/2017 6:01:00 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1Page of 2 GVF Output Data
Upstream Velocity Infinity ft/s
Normal Depth 0.07 ft
Critical Depth 0.06 ft
Channel Slope 0.00500 ft/ft
Critical Slope 0.00984 ft/ft
Alternate Phasing - Stage B - MH2N
11/29/2017 6:01:00 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2Page of 2 Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.015
Channel Slope 0.00700 ft/ft
Diameter 1.00 ft
Discharge 80901.00 gal/day
Results
Normal Depth 0.15 ft
Flow Area 0.07 ft²
Wetted Perimeter 0.79 ft
Hydraulic Radius 0.09 ft
Top Width 0.71 ft
Critical Depth 0.14 ft
Percent Full 15.0 %
Critical Slope 0.00818 ft/ft
Velocity 1.70 ft/s
Velocity Head 0.04 ft
Specific Energy 0.19 ft
Froude Number 0.93
Maximum Discharge 2.78 ft³/s
Discharge Full 2.58 ft³/s
Slope Full 0.00002 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 14.98 %
Downstream Velocity Infinity ft/s
Baseline Alternate - Stage D - MH5 - Option 1
12/8/2017 10:06:43 AM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1Page of 2 GVF Output Data
Upstream Velocity Infinity ft/s
Normal Depth 0.15 ft
Critical Depth 0.14 ft
Channel Slope 0.00700 ft/ft
Critical Slope 0.00818 ft/ft
Baseline Alternate - Stage D - MH5 - Option 1
12/8/2017 10:06:43 AM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2Page of 2 Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.015
Channel Slope 0.00700 ft/ft
Diameter 1.00 ft
Discharge 85724.00 gal/day
Results
Normal Depth 0.15 ft
Flow Area 0.08 ft²
Wetted Perimeter 0.81 ft
Hydraulic Radius 0.10 ft
Top Width 0.72 ft
Critical Depth 0.15 ft
Percent Full 15.4 %
Critical Slope 0.00808 ft/ft
Velocity 1.73 ft/s
Velocity Head 0.05 ft
Specific Energy 0.20 ft
Froude Number 0.93
Maximum Discharge 2.78 ft³/s
Discharge Full 2.58 ft³/s
Slope Full 0.00002 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 15.40 %
Downstream Velocity Infinity ft/s
Baseline Alternate - Stage D - MH5 - Option 2
12/8/2017 10:05:41 AM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1Page of 2 GVF Output Data
Upstream Velocity Infinity ft/s
Normal Depth 0.15 ft
Critical Depth 0.15 ft
Channel Slope 0.00700 ft/ft
Critical Slope 0.00808 ft/ft
Baseline Alternate - Stage D - MH5 - Option 2
12/8/2017 10:05:41 AM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2Page of 2 Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.015
Channel Slope 0.00720 ft/ft
Diameter 1.00 ft
Discharge 1323.00 gal/day
Results
Normal Depth 0.02 ft
Flow Area 0.00 ft²
Wetted Perimeter 0.29 ft
Hydraulic Radius 0.01 ft
Top Width 0.29 ft
Critical Depth 0.02 ft
Percent Full 2.2 %
Critical Slope 0.01466 ft/ft
Velocity 0.49 ft/s
Velocity Head 0.00 ft
Specific Energy 0.03 ft
Froude Number 0.72
Maximum Discharge 2.82 ft³/s
Discharge Full 2.62 ft³/s
Slope Full 0.00000 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 2.16 %
Downstream Velocity Infinity ft/s
Alternate Phasing - Stage E - MH 2E - Option 1
11/29/2017 6:27:10 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1Page of 2 GVF Output Data
Upstream Velocity Infinity ft/s
Normal Depth 0.02 ft
Critical Depth 0.02 ft
Channel Slope 0.00720 ft/ft
Critical Slope 0.01466 ft/ft
Alternate Phasing - Stage E - MH 2E - Option 1
11/29/2017 6:27:10 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2Page of 2 Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.015
Channel Slope 0.00720 ft/ft
Diameter 1.00 ft
Discharge 24823.00 gal/day
Results
Normal Depth 0.08 ft
Flow Area 0.03 ft²
Wetted Perimeter 0.59 ft
Hydraulic Radius 0.05 ft
Top Width 0.56 ft
Critical Depth 0.08 ft
Percent Full 8.4 %
Critical Slope 0.00935 ft/ft
Velocity 1.21 ft/s
Velocity Head 0.02 ft
Specific Energy 0.11 ft
Froude Number 0.89
Maximum Discharge 2.82 ft³/s
Discharge Full 2.62 ft³/s
Slope Full 0.00000 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 8.44 %
Downstream Velocity Infinity ft/s
Alternate Phasing - Stage E - MH 2E - Option 2
11/29/2017 6:28:50 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1Page of 2 GVF Output Data
Upstream Velocity Infinity ft/s
Normal Depth 0.08 ft
Critical Depth 0.08 ft
Channel Slope 0.00720 ft/ft
Critical Slope 0.00935 ft/ft
Alternate Phasing - Stage E - MH 2E - Option 2
11/29/2017 6:28:50 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2Page of 2 Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.015
Channel Slope 0.00700 ft/ft
Diameter 1.00 ft
Discharge 84591.00 gal/day
Results
Normal Depth 0.15 ft
Flow Area 0.08 ft²
Wetted Perimeter 0.80 ft
Hydraulic Radius 0.09 ft
Top Width 0.72 ft
Critical Depth 0.15 ft
Percent Full 15.3 %
Critical Slope 0.00810 ft/ft
Velocity 1.72 ft/s
Velocity Head 0.05 ft
Specific Energy 0.20 ft
Froude Number 0.93
Maximum Discharge 2.78 ft³/s
Discharge Full 2.58 ft³/s
Slope Full 0.00002 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 15.31 %
Downstream Velocity Infinity ft/s
Baseline Alternate - Stage E - MH5 - Option 1
12/8/2017 10:08:07 AM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1Page of 2 GVF Output Data
Upstream Velocity Infinity ft/s
Normal Depth 0.15 ft
Critical Depth 0.15 ft
Channel Slope 0.00700 ft/ft
Critical Slope 0.00810 ft/ft
Baseline Alternate - Stage E - MH5 - Option 1
12/8/2017 10:08:07 AM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2Page of 2 Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.015
Channel Slope 0.00700 ft/ft
Diameter 1.00 ft
Discharge 106369.00 gal/day
Results
Normal Depth 0.17 ft
Flow Area 0.09 ft²
Wetted Perimeter 0.85 ft
Hydraulic Radius 0.10 ft
Top Width 0.75 ft
Critical Depth 0.17 ft
Percent Full 17.1 %
Critical Slope 0.00793 ft/ft
Velocity 1.84 ft/s
Velocity Head 0.05 ft
Specific Energy 0.22 ft
Froude Number 0.94
Maximum Discharge 2.78 ft³/s
Discharge Full 2.58 ft³/s
Slope Full 0.00003 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 17.10 %
Downstream Velocity Infinity ft/s
Baseline Alternate - Stage E - MH5 - Option 2
12/8/2017 10:09:03 AM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1Page of 2 GVF Output Data
Upstream Velocity Infinity ft/s
Normal Depth 0.17 ft
Critical Depth 0.17 ft
Channel Slope 0.00700 ft/ft
Critical Slope 0.00793 ft/ft
Baseline Alternate - Stage E - MH5 - Option 2
12/8/2017 10:09:03 AM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2Page of 2 700 South Flower Street, Suite 2100 Los Angeles, CA 90017 213.418.0201 kpff.com
APPENDIX D
PROVIDENCE SAINT JOHN’S HEALTH CENTER
FLOW MONITORING REPORT, APRIL 20, 2017 – MAY 3, 2017
PREPARED BY ADS
Providence Saint John’s Health Center
Flow Monitoring Report
April 20, 2017 – May 3, 2017
Final Report Submitted to:
Providence Health & Services
May 30, 2017
Temporary Flow Monitoring 2017 ..............................................................................................................................2 Providence Saint Johns Health Center Sewer Flow Study Santa Monica. CA ...................................................2 Locations ......................................................................................................................................................9 20th01 ....................................................................................................................................................9 Attachments...................................................................................................................................11 Graphs ...........................................................................................................................................12 Tabular Reports .............................................................................................................................14 Broad05................................................................................................................................................15 Attachments...................................................................................................................................17 Graphs ...........................................................................................................................................18 Tabular Reports .............................................................................................................................20 Broad06E .............................................................................................................................................21 Attachments...................................................................................................................................23 Graphs ...........................................................................................................................................24 Tabular Reports .............................................................................................................................26 Broad06N .............................................................................................................................................27 Attachments...................................................................................................................................29 Graphs ...........................................................................................................................................30 Tabular Reports .............................................................................................................................32 SAN02E................................................................................................................................................33 Attachments...................................................................................................................................35 Graphs ...........................................................................................................................................36 Tabular Reports .............................................................................................................................38 SAN02N ...............................................................................................................................................39 Attachments...................................................................................................................................41 Graphs ...........................................................................................................................................42 Tabular Reports .............................................................................................................................44 SAN03..................................................................................................................................................45 Attachments...................................................................................................................................47 Graphs ...........................................................................................................................................48 Tabular Reports .............................................................................................................................50 San04E.................................................................................................................................................51 Attachments...................................................................................................................................53 Graphs ...........................................................................................................................................54 Tabular Reports .............................................................................................................................56 San04N ................................................................................................................................................57 Attachments...................................................................................................................................59 Graphs ...........................................................................................................................................60 Tabular Reports .............................................................................................................................62 Table of Contents