1. City Council Meeting February 16, 2010
City of Galt Water Distribution, Wastewater Collection, and Storm Drainage System Master Plans
City Council Meeting
February 16, 2010

2. Presentation Outline Master Plan Objectives
Existing City Limits and Study Area Boundary
Projected Growth through Year 2030
Master Plan Objective
Existing City Limits and Study Area Boundary
Projected Growth through Year 2030
Wastewater Collection System Analysis
Storm Drainage System Analysis
Water Distribution System Analysis

3. Master Plan Objectives
Evaluate the adequacy of the existing water distribution, wastewater collection, and storm drainage systems
Wastewater treatment plant evaluation not part of the project
Develop improvements to correct existing deficiencies
Provide a plan for the orderly provision of required infrastructure improvements to serve future needs and development
Establish preliminary cost estimates as a basis for updating the capital infrastructure fee programs

4. Master Plan Study Area Consistent with General Plan Boundary and Land Use

5. Existing Service and General Plan Boundary
City Limits
Study Area = GP Boundary

6. Forecast Growth GP assumes a 3.4% annual growth rate
Year 2030 Pop.: 50,100 (per G.P.)
2007 Pop.: 23,500
GP assumes a 3.4% annual growth rate

7. General Approach to Master Planning
Evaluate adequacy of existing system
Determine if improvements are needed to correct existing deficiencies
Evaluate future needs and development
Optimize existing facilities to extend urban services
Determine infrastructure improvements to serve future needs and development
Determine economical solutions

8. Existing Versus Future Improvements
Existing: Correct existing capacity deficiencies or rehabilitate existing facilities
Typically funded through user rates
Future: Serve new users
Developer installed, or
Funded through development impact fees collected by the City

9. Other Improvements to Extend Useful Life of Facilities
Pipeline replacement or rehabilitation program
Replace or rehabilitate existing groundwater wells
Manhole replacement program
Lift/pump station replacement or rehabilitation program
Vegetation control in channels

10. Existing Wastewater Collection System Facts
Over 79 miles of sewers ranging from 4-inch to 24-inch diameter
Major Sewers: Live Oak/Vintage Oak Trunk, Carillion Trunk, Walnut Trunk, Stockton/Carol Trunk, Quail Hollow Trunk, 3rd Street Trunk
11 lift/pump stations
Major Pump Stations: Live Oak P.S. and 2-mile forcemain, McFarland P.S. and 1-mile forcemain, and A Street P.S.
Current Average Day Flow: ~ 2.3 mgd

11. Existing Wastewater Collection System
Collects and conveys residential, industrial, and commercial wastewater to WWTP

12. Flow Monitoring Program
6 meters
December 13, 2008 through January 15, 2009
Measured dry and wet weather flow

13. Flow Monitoring Results
Table 4.1 Average Day and Average Peak Dry Weather Flow
Wastewater Collection System Master Plan
City of Galt
Flow Meter
Average Day Flow(1) (mgd)
Average Day Peak Flow(2) (mgd)
Weekday
Weekend 1
0.98
1.01
1.44
1.58 2
0.30
0.47
0.43 3
0.67
0.73
1.11
1.07 4
0.51
0.52
0.74
0.83 5
0.25
0.23
0.37
0.40 6
0.18
0.24
Source: Sanitary Sewer Flow Monitoring and Inflow/Infiltration Study, March 2009
Notes:
1. Average daily flows calculated from data.
2. Average of the daily peak daily flows.

14. Buildout Wastewater Flows
Table 4.5 General Plan Build-out Flow Projections
Wastewater Collection System Master Plan
City of Galt
Projected Build-out of General Plan Boundary
Land Use Designation
Area Outside 100-Yr Floodplain (1) (acres)
Flow Coefficient(2) (gpd/acre)
Average Flow (gpd)
Average Flow (mgd)
Percent of Total Flow
Residential
Rural Residential (A-RR)
1,236
Note 3
Residential Estates (K-RE)
172
300
51,000
0.1 1%
Low Density Residential (B-LDR)
2,200
1,385
3,047,000
3.0
54%
Medium Density Residential (C-MDR)
321
1,900
609,000
0.6
11%
Medium High Density Residential (L-MHD) 63
138,000 2%
High Density Residential (D-HDR)
170
2,300
391,000
0.4 7%
Employment Related
Commercial (E-C)
616
800
491,000
0.5 9%
Office Professional (F-OP)
179
143,000 3%
Light Industrial (G-LI)
528
420,000
Others
Public/Quasi-Public (H-PQP)
419
335,000
0.3 6%
Open Space (I-OS) 78
0.0 0%
Park (I-PK)
186
Meadowview Park 4
Mixed Use (M-MU) 19
15,000
Roads/Railroads/Canals
1,572
WWTP (2)
296
Total
8,059
5,645,000
5.6
100%
Notes:
1. Adjustments to the acreage totals for the land uses were made in order to maintain a Roads/Railroads/Canals sub-total that is approximately 20 percent of the total.
2. Included with Public/Quasi-Public total land use in General Plan.
3. Per the General Plan, Rural Residential designated lands are not anticipated to be annexed into the City limits during this General Plan.

15. Wastewater Sewer Model
Model 10-inch diameter and larger
Some 8-inch diameter sewers connected to lift stations
MWH Soft SWMM Model

16. Tributaries and Sewersheds
Sewer service area was divided into tributary areas
Tributaries broken down into “sewersheds” to assign wastewater flow to sewers

17. Wet Weather Flow Calibration

18. Collection System Conclusions
Overall existing system contains adequate capacity
A Street sewer isolated inflow problems
Service to future area well planned out, optimizes existing sewers, and maximizes the use of more reliable gravity sewers versus lift stations and force mains
Gravity main to replace Live Oak LS and force main proved to be economically unfeasible in the short-term

19. Proposed Wastewater Improvements
Relief sewers
Gravity sewers versus lift stations
Future service

20. Existing Storm Drainage System Facts
Over 73 miles of storm drains ranging from 2-inch to 83-inch in diameter
City divided into 38 drainage watersheds
One detention basin, two pump stations
Storm runoff discharges at roughly 80 locations to one of the following channels
Deadman Gulch, Dry Creek, Hen Creek and Orr Road Diversion
Runoff discharged directly or stored in Greer detention basin.

21. Existing Storm Drainage System
Collects and conveys storm runoff to drainage channels

22. Drainage Watersheds 38 drainage watersheds
Each has system of conveyance facilities to collect, convey and dispose runoff
Underlying soils in watersheds have different runoff rates

23. 24-Hour Design Storm 10-year storm used to size pipes
100-year storm used to establish maximum depth of flooding

24. Hydraulic and Hydrologic Modeling
MWH Soft SWMM Model
Rainfall-runoff process occurring in watershed
Uses land use and soil type to quantify future runoff
City staff observations verified model results

25. How much gutter flow is allowed?
Most gutters flood 6” to 12” during large storms
If gutter flow exceeded 12”, then improvement required
Streets provide “storage” during large storms and can provide conveyance as gutter flow (overland flow)

26. Storm Drainage System Conclusions
In general, existing system has sufficient capacity to convey runoff.
Some areas in the southwest part of the City are susceptible to flooding due to smaller storm drains associated with old pipe design criteria.
Future developments will use detention basins to store peak flow. Basins located at parks when feasible.

27. Proposed Storm Drainage Improvements
High priority existing improvements
Future basins and dual use facilities reduce peak flow

28. Existing Water Distribution System Facts
Over 99 miles of pipelines ranging from 1-inch to 24-inch in diameter
10 active wells
Two, 3.0 MG and two, 1.5 MG above ground storage tanks with booster pumps
Current Average Day Demand: ~ 5.5 mgd
Maximum (Summer) Day Demand:~13.8 mgd
Peak Hour Demand: ~19.4 mgd

29. Existing Water Distribution System
Extracts, treats, stores and distributes groundwater to customers

30. Max Day and Peak Hour Demands
Maximum Day Demand (MDD)
Well/Supply requirements
Fire flow coupled with MDD
Emergency storage based on MDD
Minimum pressure criteria for MDD
Peak Hour Demand (PHD)
Operational storage based on PHD
Minimum pressure criteria for PHD
Pipeline velocity and headloss criteria

31. Buildout Water Demands
Table 4.4 General Plan Build-out Water Demand Projections
Water Distribution System Master Plan
City of Galt
Build-Out Water Distribution Service Area
Land Use Designation
Area Outside 100-Yr Floodplain (1) (acres)
Demand Coefficient (gpda)
Average Day Demand (gpd)
Annual Demand (AFY)
Percent of Total Demand (%)
Residential
Rural Residential (A-RR)
1,236
Note(3)
Residential Estates (K-RE)
172
2,400
412,000
462 3
Low Density Residential (B-LDR)
2,200
2,900
6,381,000
7,148 43
Medium Density Residential (C-MDR)
321
3,900
1,250,000
1,400 9
Medium High Density Residential (L-MHD) 63
4,300
270,000
302 2
High Density Residential (D-HDR)
170
4,700
798,000
894 5
Employment Related
Commercial (E-C)
616
2,600
1,602,000
1,795 11
Office Professional (F-OP)
179
465,000
521
Light Industrial (G-LI)
528
2,800
1,478,000
1,656 10
Others
Public/Quasi-Public (H-PQP)
419
1,173,000
1,314 8
Open Space (I-OS) 78
Park (I-PK)
186
801,000
897
Meadowview Park (4) 4
Mixed Use (M-MU) 19
3,100
58,000 65
Roads/Railroads/Canals
1,572
WWTP (2)
296
Total
8,059
14,688,000
100
Notes:
1. Adjustments to the acreage totals for the land uses were made in order to maintain a Roads/Railroads/Canals sub-total that is approximately 20 percent of the total. Per the City, areas inside the 100-year floodplain will not be developed in the future. This excludes currently developed floodplain areas within the current City limits.
2. Included with Public/Quasi-Public total land use in General Plan.
3. Per the General Plan, Rural Residential designated lands are not anticipated to be annexed into the City limits during this General Plan.
4. Meadowview Park is irrigated by the Meadowview Well, which is not connected to the water distribution system. The demand from this park is not included in the overall system.

32. Water Distribution System Model
Model all pipes
Includes all Wells, Tanks, and Booster Stations
MWH Soft H2OMAP Model

33. What determines the water distribution system’s adequacy?
Service Pressures
40 psi - Maximum Day Demand
35 psi - Peak Hour
20 psi - Fire Flow
Distribution Mains
Max Velocity – 8 fps
Head loss – 10 feet per 1,000 feet
Fire Flows
Residential – 1,500 gpm for two hours
Commercial – 3,000 gpm for two hours
Industrial – 3,000 gpm for three hours

34. Future Water Supply

35. Recent Supply Pilot Studies
Kost Road Pilot Well indicates the following:
a. no arsenic treatment would be necessary.
b. Increased capacity per well might be available. Less wells would need to be drilled to meet the total supply capacity.

36. Water Distribution System Conclusions
In general, existing system has sufficient capacity
New well needed to replace two of the older, least productive wells
Some older area of the City contain 4 and 6-inch lines that impact the delivery of fire flow demands
Future supply will utilize regional treatment

37. Proposed Water Improvements
Replace smaller pipelines near downtown
Build new or replace lower capacity wells
Increase storage
Extend urban service

38. Master Plan Study Summary
Achieved Master Plan Objectives
Evaluate the adequacy of the existing systems
Develop improvements to mitigate existing deficiencies
Provide a plan for the orderly provision of required infrastructure improvements to serve future needs and development
Establish preliminary cost estimates as a basis for updating the capital infrastructure fee programs
Consistent with the 2030 General Plan
Optimized existing facilities to extend urban services
Determined economical solutions
Recommended improvements to preserve current assets

39. Next Steps Complete CEQA evaluation
Update Capital Infrastructure Fee Program
“Oversizing” Ordinance
Outreach workshop
Final Adoption

40. Questions?