Agenda packet — West Sacramento City Council, January 21, 2026 (part 3 of 7)

Alternatives
The City Council may decide to:
1) Approve the recommended action as described above;
2) Delay the recommended action and direct staff to return with alternative recommendations; or 3) Reject the recommended action or cancel the project.

Staff recommends Alternative 1 as the most effective and fiscally responsible approach for moving forward with the City Hall Carpet Replacement (2nd/3rd Floors) Project.

Coordination and Review
This report was prepared by the Capital Projects Department in coordination with the Finance Department, and City Attorney’s Office.

Budget/Cost Impact
There are no budget actions required at this time.

ATTACHMENT

1. Vicinity Map
260
City of West Sacramento, Yolo County,
Vantor, Sources: Esri, TomTom, Garmin,
FAO, NOAA, USGS, (c) OpenStreetMap
contributors, and the GIS User Community
84 Michigan Blvd
F St
Ln
West St
Jeffe
rson B
lvd
Iron Triangle
275
84 ose Rd
ne Ave
W Capitol Ave
Cabaldon Pkwy
Jefferson
Blvd
Capital City Fwy W
Downtown
West
Sacramento
S
P
RR
SNRR
8th St
Old Town Inn
Chromium Ln
Grand St
0 300 600
FEET
¯
Project Limits
Prepared on
12/5/2025 by
manuelr
Department
City of West
Sacramento
Attachment 1

WEST SACRAMENTO CITY HALL

CARPET REPLACEMENT
PROJECT (2ND/3RD FLOORS)
261

CITY COUNCIL AGENDA REPORT
MEETING DATE: January 21, 2026 ITEM # 9
SUBJECT:

CONSIDERATION OF RESOLUTION 26-8 ADOPTING THE FINAL INITIAL

STUDY/MITIGATED NEGATIVE DECLARATION UNDER THE CALIFORNIA ENVIRONMENTAL QUALITY ACT (CEQA) FOR THE NORTH 5TH STREET COMPLETE STREETS AND CONNECTIVITY PROJECT (CIP 16013)
INITIATED OR REQUESTED BY: REPORT COORDINATED OR PREPARED BY:
[ ] Council [ x ] Staff
[ ] Other
Christian Asuncion, Senior Engineer
Joanna Ortiz, Assistant Engineer
Capital Projects Department
ATTACHMENT [X ] Yes [ ] No [ ] Information [ ] Direction [X ] Action

OBJECTIVE
The objective of this report is to provide the City Council with sufficient information for adoption of Resolution 26-8 adopting the Final Initial Study/Mitigated Negative Declaration (IS/MND) under the California Environmental Quality Act (CEQA) for the North 5th Street Complete Streets and Connectivity Project (CIP 16013).

RECOMMENDED ACTION
Staff respectfully recommend that the City Council:
1) Adopt Resolution 26-8 adopting the North 5th Street Complete Streets and Connectivity Final Initial Study and Mitigated Negative Declaration (IS/MND)(Attachment 3); 2) Find that the IS/MND has been prepared in accordance with the California Environmental Quality Act (CEQA);
3) Consider the Mitigated Negative Declaration and all comments received during the comment period; 4) Find that there is no substantial evidence in the record that the project will have a significant impact on the environment; and
5) Identify the City Clerk and the Capital Projects Department as the location and custodian of the documents or other material that constitute the record of proceedings upon which this decision is based.

BACKGROUND
Currently, 5th Street is a four-lane, divided arterial with Class II bike facilities between C Street and Fountain Drive/Watercolor Lane. There is on-street parking on 5th Street between A Street and C Street; however, this segment has a gap in bicycle infrastructure and unsignalized pedestrian crossings. Additionally, there are sidewalk gaps along 5th Street and C Street.

The North 5th Street Complete Street and Connectivity Project includes a traffic analysis to review a proposed road diet and intersection safety improvements on 5th Street/Lighthouse Drive between C Street and Fountain Drive. The road diet would include enhanced Class II, parking-protected bike lanes and enhanced pedestrian crossings on 5th Street, between A Street and C Street, and on C Street, between 3rd Street and 6th Street.

Additionally, a proposed bicycle and pedestrian connection from A Street and 5th Street to the Riverwalk Trail will be analyzed.

The City recently completed the North Riverwalk Trail Extension, which extended the Riverwalk Trail from E Street and 2nd Street to the Broderick Boat Ramp at 4th Street. The connection at 5th Street and A Street to 4th Street and Broderick Boat Ramp will provide an ADA-accessible connection to the Riverwalk Trail. The City is also in design and seeking construction funding for the I Street Bridge Deck Conversion Project, and the City of Sacramento is preparing to begin construction of the I Street Bridge Replacement Project. These regionally important projects enhance recreation opportunities, and it is important to develop a safe network to reach these destinations.

On June 28, 2023, the City was awarded a State Active Transportation (ATP) Grant under Cycle 6 in the amount of $638,000 for the Project Approval & Environmental Document (PA&ED), Plans, Specifications, and Estimate (PS&E), and Right-of-Way (ROW) phases. On March 14, 2024, the City requested a fund allocation for the PA&ED phase in the amount of $89,000. The California Transportation Commission (CTC) allocated these funds at their May 17, 2024, meeting. On January 15, 2025, City Council awarded a professional services contract for design to Wood Rodgers, Inc to begin the design phase.

When constructed, the North 5th Street Complete Street and Connectivity Project will improve safety, close gaps in the active transportation network, and provide people of all abilities with safe, accessible connections to walk 262
North 5th Street Complete Streets – Resolution 26-8
January 21, 2026

Page 2 ends

or roll to their destinations. The project is located entirely within an SB 535–designated disadvantaged community and is adjacent to several senior and low-income housing developments. It will create a safe, lowstress active transportation network for the surrounding community, students, and visitors of all ages and abilities.

ANALYSIS
Under CEQA, the project team has prepared a Final IS/MND for the project. The team held a public meeting on October 14, 2025, and continued to receive public comments. The City also completed the required AB 52 consultations with Native American Tribes, the Yocha Dehe Wintun Nation, the Untied Auburn Indian Community, and the Shingle Springs Band of Miwok Indians. The project team released the IS/MND for a 30- day public comment period beginning November 13, 2025, and ending December 12, 2025. All public comments have been addressed and incorporated in the Final IS/MND.

The Final IS/MND has been prepared for the project to assess the potential impacts on the environment and the significance of those impacts. Based on the results of the final IS/MND, the project will not have any significant impacts on the environment once mitigation measures are implemented. This conclusion is supported by the analysis in the IS/MND and the following findings:
 The project will have No Impact on agriculture and forest resources, land use and planning, and mineral resources.
 The project will have a Less Than Significant Impact on aesthetics, air quality, energy, geology and soils, greenhouse gas emissions, hazards and hazardous materials, hydrology and water quality, noise, population and housing, public services, recreation, transportation/traffic, utilities and service systems, and wildfire.
 The project will have a Less Than Significant Impact with Mitigation on biological resources, cultural resources, and tribal cultural resources.
 There are no potentially significant effects identified under the Mandatory Findings of Significance.

In addition to the standard construction measures required by Caltrans Standard Specifications and other applicable laws, regulations, and policies, all mitigation measures identified in the Final IS/MND will be implemented as part of the project to avoid or minimize potential environmental impacts during construction.

Implementation of these mitigation measures will reduce the potentially significant environmental impacts of the project to a less than significant level.

Environmental Considerations
The City has examined potential environmental impacts associated with the Project through the North 5th Street Complete Streets and Connectivity Final Initial Study and Mitigated Negative Declaration (IS/MND). Pursuant to CEQA, all required environmental analyses have been performed including environmental surveys, resource agency coordination, and public outreach.

Commission Recommendation
Not Applicable
Strategic Plan Integration
Not Applicable
Alternatives
The City Council may choose among the following alternatives:
1) Approve the recommended actions as stated above.
2) Amend the recommended actions.
3) Decline to approve the recommended actions or cancel the project.

Staff recommends Alternative 1 in order to keep the project on schedule. Alternatives 2 and 3 are not recommended because they would delay the project.

Coordination and Review
This report was prepared by the Capital Projects Department in coordination with and review by the Community Development Department.
263
North 5th Street Complete Streets – Resolution 26-8
January 21, 2026

Page 3 ends

Budget/Cost Impact
This project is included in the City’s current Capital Improvement Program (CIP) as CIP 16013: North 5th Street Complete Streets and Connectivity Project and is fully funded. The recommended action has no budget impact.

ATTACHMENTS
1) Vicinity Map
2) Resolution 26-8
3) Final Initial Study/Mitigated Negative Declaration
264
Attachment 1
265
Attachment 2
RESOLUTION 26-8

A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF WEST SACRAMENTO

ADOPTING THE FINAL INITIAL STUDY/MITIGATED NEGATIVE DECLATION UNDER THE CALIFORNIA ENVIRONMENTAL QUALITY ACT (CEQA) FOR THE NORTH 5TH STREET COMPLETE STREETS AND CONNECTIVITY PROJECT (CIP 16013)
WHEREAS, the City of West Sacramento (City) initiated the North 5th Street Complete Streets and Connectivity Project (“Project”) to increase safety, close gaps in the active transportation system, and provide people of all abilities with safe connections to walk or roll to their destinations; and
WHEREAS, on June 28, 2023, the City was awarded a State Active Transportation Program (ATP) Grant under Cycle 6 in the amount of $638,000, for the Project Approval & Environmental Document (PA&ED), Plans, Specifications, and Estimate (PS&E), and Right-ofWay (ROW) phases; and WHEREAS, on May 17, 2024, the California Transportation Commission (CTC) allocated funds from the State ATP Grant in the amount of $89,000 for the PA&ED phase; and WHEREAS, on November 5, 2024, staff issued a Request for Proposals for the North 5th Street Complete Streets and Connectivity Project (24-064-RFP) to obtain proposals from engineering firms to conduct surveying, engineering reports preparation, environmental analysis and permitting, public outreach, utility coordination, right-of-way activities, PS&E, and design and support services during construction; and
WHEREAS, on January 15, 2025, City Council awarded a Professional Services Contract with Wood Rodgers, Inc., for engineering services; and
WHEREAS, the City conducted the required tribal consultation pursuant to AB 52 and Section 106 of the National Historic Preservation Act, as part of the environmental review process for the Project; and
WHEREAS, the project team prepared the Initial Study and Mitigated Negative Declaration (IS/MND) in accordance with California Environmental Quality Act (CEQA) and CEQA Guidelines and all other applicable laws and regulations; and WHEREAS, on November 13, 2025, the City circulated a draft IS/MND addressing the potential impacts for the project; and
WHEREAS, the City has considered all public comments received on the Mitigated Negative Declaration and that adequate mitigation will be applied to the project; and WHEREAS, the City Council has reviewed the project final IS/MND and finds that the public health, safety and general welfare warrant the adoption of the final IS/MND.

NOW, THEREFORE, BE IT RESOLVED that the City Council of the City of West Sacramento finds that:

1. The North 5th Street Complete Streets and Connectivity Project Initial Study and Mitigated Negative Declaration has been completed in compliance with the California Environmental Quality Act; and
266
Attachment 2

2. The North 5th Street Complete Streets and Connectivity Project Final Initial Study and Mitigated Negative Declaration has been reviewed and considered by the City Council prior to any action by the City Council on the project; and

3. The North 5th Street Complete Streets and Connectivity Project Final Initial Study and Mitigated Negative Declaration identified all potentially significant impacts to the environment which can and will be avoided or mitigated to less than significant levels through adoption and implementation of the mitigation measures proposed as part of the project; and

4. The North 5th Street Complete Streets and Connectivity Project Final Initial Study and Mitigated Negative Declaration reflect the City of West Sacramento’s independent judgement and analysis; and

5. There is no substantial evidence in the record of the project, as mitigated, will have a significant effect on the environment; and

6. The administrative record is located in the office of the City Clerk and Capital Projects Department located at 1110 West Capitol Avenue, West Sacramento, California, 95691; and

7. The City Clerk and the Capital Projects Department are collectively designated as the location and custodian of the documents and other material constituting the record of proceedings upon which this decision is based; and

8. The City Council of the City of West Sacramento has considered, and hereby adopts, the Findings and Statements of the Final Initial Study and Mitigated Negative Declaration; and

9. The City Council hereby adopts the North 5th Street Complete Streets and Connectivity Project Final Initial Study and Mitigated Negative Declaration; and

10. The City Council herby provides project approval for the North 5th Street Complete Streets and Connectivity Project as described in the environmental documents and authorizes staff to obtain all permits and other approvals from the State and Federal agencies necessary for construction of the project.

PASSED AND ADOPTED by the City Council of the City of West Sacramento this 21st day of January 2026 by the following vote:

AYES:

NOES:

ABSENT:

Martha Guerrero, Mayor
ATTEST:

Jennifer Cusmir, City Clerk
267

CITY COUNCIL AGENDA REPORT
MEETING DATE: January 21, 2026 ITEM # 10
SUBJECT:

CONSIDERATION OF RESOLUTION 26-07 APPROVING PARCEL MAP 5247 INITIATED OR REQUESTED BY: REPORT COORDINATED OR PREPARED BY:
[ ] Council [X] Staff
[ ] Other
Mark Collier, Principal Engineer
Community Development Department
ATTACHMENT [X] Yes [ ] No [ ] Information [ ] Direction [ ] Action

OBJECTIVE
This item seeks City Council approval of Resolution 26-07, which would approve Parcel Map 5247 located at the corner of Davis Road and Seymour Avenue.

RECOMMENDED ACTION

1. Staff respectfully recommends that the Council adopt Resolution 26-07, approving Parcel Map 5247.

BACKGROUND
Tentative Parcel Map 5247 was conditionally approved by the Planning Commission on May 1, 2025. This Parcel Map splits one five-acre parcel into four parcels of 1.25 acres each. The property is located at the corner of Davis Road and Seymour Avenue.

ANALYSIS
All applicable Conditions of Approval of the Tentative Map have been satisfied. All easements required on the approved Tentative Map have been dedicated on the Parcel Map. Required public improvements may be deferred to the time of site development and are not a prerequisite to approval of the map.

Environmental Considerations
The Planning Commission found the tentative map to be compliant with CEQA at the time of its approval. No additional findings are required with acceptance of the public improvements.

Commission Recommendation
The Planning Commission conditionally approved Tentative Parcel Map 5247 on May 1, 2025.

Strategic Plan Integration
Not applicable.

Alternatives
In accordance with Section 66458 of the Government Code, if the map conforms to all requirements of the Subdivision Map Act and local subdivision ordinance applicable at the time of tentative map approval or conditional approval and any rulings made thereunder, the map shall be approved at the meeting at which the map is received or at the next meeting.

Coordination and Review
The Parcel Map was reviewed by the Community Development Department.

Budget/Cost Impact
The map proponent pays for costs associated with the review and approval of this map per the approved fee schedule.

ATTACHMENTS

1. Parcel Map 5247

2. Vicinity Map

3. Resolution 26-07
268
ALLAN
AVE
FOUND 5/8" REBAR
(UNKNOWN ORIGIN)

SINGH J P & MANJIT
2000-0005868 O.R.

PARCEL B
96-0000178-00 O.R.
20' DRAINAGE EASEMENT
2 MAPS 74(1) SEYMOUR AVENUE
EAST(1)(2) (WEST)(3) 412.56'(4) 263.96' 263.96'
S89°59'29"W 412.53' (EAST)(1) (N89°59'57"E)(2)(3)(4) (412.56')(4) S00°00'18"W 527.92' (N00°00'39"W)(4) 263.96' 263.96'
206.28'
FOUND 5/8"
REBAR(2)
FOUND 5/8"
REBAR(2)

PUREWAL FAM REV TRUST
2016-0015472 O.R.

LOT 71, 2 BM 74
N00°00'07"E 527.98' (NORTH 528')(1) (N00°00'39"W 527.93')(2)(3)(4) 206.28'

12.5' PUBLIC SERVICE EASEMENT (P.S.E.)
11 P.M. 40-41(3)
CL CL
CL
CL
PARCEL 3

1.25 ACRES (GROSS)

1.098 ACRES (NET)
PARCEL 4

1.25 ACRES (GROSS AND NET)
DAVIS ROAD 20' 25'
GLADYS
AVE
206.28'
5' WIDE DAVIS ROAD WIDENING
206.28'
PARCEL 2

1.25 ACRES (GROSS)

1.226 ACRES (NET)
50' RIGHT OF WAY
2 MAPS 74(1)

PROPOSED PRIVATE ACCESS AND UTILITY
EASEMENT FOR THE BENEFIT OF PARCEL 4

AND PUBLIC EMERGENCY VEHICLE ACCESS
EASEMENT (E.V.A.E.)
PARCEL 1

1.25 ACRES (GROSS)

1.078 ACRES (NET)
N89°59'29"E 35.63'
S71°44'55"E 111.96'
L2
L4
S89°59'29"W 32.42'
N71°44'55"W 111.96'
S89°59'29"W 195.13'
L1 L3
L5
C1 C2 20'

12.5' PUBLIC SERVICE EASEMENT (P.S.E.)
11 P.M. 40-41(3)
FOUND 2 1/2" BRASS DISK IN MONUMENT WELL
C.O.W.S. G.C.S.S. F24-02
N: 1955958.265
E: 6687690.976
PER 13 M&S 61-69
FOUND 2" BRASS DISK IN MONUMENT WELL
C.O.W.S. G.C.S.S. E23-01
N: 1957420.441
E: 6688750.258
PER 13 M&S 61-69N41°07'33"E 1967.66' (GRID TIE)
S23°12'26"W 596.16' (GRID TIE)
S35°55'18"W 1805.56' (GRID TIE) S00°00'13"W 527.95' 258.98' 5' 263.98' S89°59'44"W 412.55'
206.27' 206.27'
N89°59'29"E 103.92'
25' ROAD, UTILITIES, DRAINAGE, RAILROAD, LEVEES,

STREET, ROADWAY, AND SHRUB AND FLOWER

PLANTING EASEMENT
2 MAPS 74(1)
PARCEL A 96-0000178-00 O.R.

39.31' 64.61'

42.52' 152.61'

PROPOSED PUBLIC

EMERGENCY VEHICLE ACCESS
EASEMENT (E.V.A.E.)
SFNF
6 PM 93
SFNF
6 PM 93 40' (2 MAPS 84)
(2 MAPS 85)

BASIS OF BEARINGS
FOUND 5/8" REBAR
(UNKNOWN ORIGIN)
15' PUBLIC STORM DRAINAGE EASEMENT (S.D.E.)

PER THIS MAP
25'(1) 25'(1)
25'(1) 25'(1) 20.00' 20.00'

20.00'
5' PUBLIC SERVICE
EASEMENT (P.S.E.)

PER THIS MAP
0 20 40 80

SCALE IN FEET
PARCEL MAP NO. 5247

DESTINY FIELDS
BEING PARCEL A, DOCUMENT NO. 96-0000178-00, YOLO COUNTY OFFICIAL RECORDS (PORTION PARCEL 1, BOOK 11 OF PARCEL MAPS, PAGES 40-41)

CITY OF WEST SACRAMENTO, COUNTY OF YOLO, STATE OF CALIFORNIA

UNDER THE SUN SERVICES
DECEMBER 2025
LEGEND

FOUND MONUMENT AS NOTED
FOUND 5/8" REBAR
SET 5/8" REBAR WITH CAP LS 9236

SUBDIVISION BOUNDARY

PROPERTY LINE

CENTERLINE

BOUNDARY TIE LINE

ADJACENT LOT LINE

EASEMENT LINE

SFNF SEARCHED FOR, NOTHING FOUND

BASIS OF BEARINGS

THE BASIS OF BEARINGS OF THIS SURVEY IS THE MONUMENT LINE BETWEEN THE CITY OF WEST SACRAMENTO GPS STATIC SURVEY MONUMENTS NUMBERS E23-01 AND F24-02 (13 M&S 61-69), TAKEN AS S35°55'18"W.

NOTES

1. ALL DISTANCES SHOWN HEREON ARE GROUND, EXCEPT AS NOTED.

2. THE PROPERTY SHOWN HEREON CONTAINS 5.000 ACRES GROSS, MORE OR LESS.

REFERENCES
(1) 2 MAPS 74
(2) 12 MAPS & SURVEYS 60
(3) 11 P.M. 40-41
(4) CERTIFICATE OF COMPLIANCE 1996-0000178 O.R.

LINE TABLE
L1 N00°00'31"W 22.00'
L2 N89°59'29"E 20.00'
L3 S00°00'31"E 22.00'
L4 N89°59'29"E 12.00'
L5 S00°00'31"E 20.00'

CURVE TABLE
C1 R=28' Δ=90°00'00" 43.98'
C2 R=28' Δ=90°00'00" 43.98'
SHEET 2 OF 3
269
270
Attachment 3
RESOLUTION 26-07

A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF WEST SACRAMENTO APPROVING PARCEL MAP 5247
WHEREAS, said Parcel Map for Subdivision 5247 has been prepared and presented to the City Council of the City of West Sacramento for approval; and WHEREAS, the subject parcel map is consistent with the approved tentative map and modifications, thereto; and
WHEREAS, all conditions of approval of the Tentative Map have been satisfied and said Parcel Map conforms to the requirements of the Subdivision Map Act and local ordinances.

NOW, THEREFORE, BE IT RESOLVED that the City Council of the City of West Sacramento hereby approves Parcel Map 5247.

PASSED AND ADOPTED by the City Council of the City of West Sacramento this 21st day of January, 2026 by the following vote:

AYES:

NOES:

ABSENT:
________________________________
Martha Guerrero, Mayor
ATTEST:
________________________________
Jennifer Cusmir, City Clerk
271

CITY COUNCIL AGENDA REPORT
MEETING DATE: January 21, 2026 ITEM # 11
SUBJECT:

CONSIDERATION OF RESOLUTION 26-06 APPROVING PARCEL MAP 5170 INITIATED OR REQUESTED BY: REPORT COORDINATED OR PREPARED BY:
[ ] Council [X] Staff
[ ] Other
Mark Collier, Principal Engineer
Community Development Department
ATTACHMENT [X] Yes [ ] No [ ] Information [ ] Direction [ ] Action

OBJECTIVE
This item seeks City Council approval of Resolution 26-06, which would approve Parcel Map 5170 located at 2135 Davis Road.

RECOMMENDED ACTION

1. Staff respectfully recommends that the Council adopt Resolution 26-06, approving Parcel Map 5170.

BACKGROUND
Tentative Parcel Map 5170 was conditionally approved by the Planning Commission on February 15, 2024. This Parcel Map splits one five-acre parcel into three parcels of 1.88 ac, 1.59 ac, and 1.53 ac. The property is located at 2135 Davis Road.

Commission Recommendation
The Planning Commission conditionally approved Tentative Parcel Map 5170 on February 15, 2024.

Strategic Plan Integration
Not applicable.

Coordination and Review
The Parcel Map was reviewed by the Community Development Department.

Budget/Cost Impact
The map proponent pays for costs associated with the review and approval of this map per the approved fee schedule.

ATTACHMENTS

1. Parcel Map 5170

2. Vicinity Map

3. Resolution 26-06
272
OWNER'S STATEMENT CITY CLERK'S STATEMENT: CITY SURVEYOR'S STATEMENT: DATE CITY SURVEYOR , L.S. 7917 BRIAN SOUSA DATE KRYSS RANKIN, CITY CLERK SURVEYOR'S STATEMENT: RECORDER'S STATEMENT: DEPUTY STATE OF CALIFORNIA JESSE SALINAS, YOLO COUNTY RECORDER PEABODY ENGINEERING BOOK OF MAPS, AT PAGE AT THE REQUEST OF FILED THIS DAY OF __________ 2024, AT .M. IN DOCUMENT NO.: FEE.: I HEREBY STATE THAT THE CITY COUNCIL OF THE CITY OF WEST SACRAMENTO HAS MY REGISTRATION NUMBER: ______________ NOTARY ACKNOWLEDGMENT: MY COMMISSION EXPIRES: ________________ PUBLIC IN AND FOR SAID COUNTY AND STATE, PERSONALLY APPEARED ON BEFORE ME, , A NOTARY COUNTY OF MY PRINCIPAL PLACE OF BUSINESS IS THE COUNTY OF ______________ CITY OF WEST SACRAMENTO STATE OF CALIFORNIA THE UNDERSIGNED DO HEREBY STATE THAT THEY ARE THE ONLY PARTIES HAVING ANY RECORD TITLE INTEREST IN THE REAL PROPERTY EMBRACED WITHIN THE SUBDIVISION BOUNDARY OF THIS MAP AND CONSENTS TO THE PREPARATION AND FILING OF THIS MAP OF PARCEL MAP NO. 5170. WE HEREBY OFFER TO DEDICATE RIGHTS OF WAY AND EASEMENTS FOR PUBLIC USE TO THE CITY OF WEST SACRAMENTO FOR THE INSTALLATION AND MAINTENANCE OF PUBLIC UTILITIES, INCLUDING BUT NOT LIMITED TO WATER, GAS, SEWER AND DRAINAGE PIPES, AS WELL AS TRAFFIC CONTROL DEVICES, STREETLIGHTS, AND UNDERGROUND WIRES AND CONDUITS FOR ELECTRIC, CABLE TELEVISION, AND TELEPHONE SERVICES, ALONG WITH ALL RELATED APPURTENANCES, ON, OVER, UNDER, AND ACROSS THE LAND DESIGNATED AS "PUBLIC UTILITY EASEMENT" (P.U.E.) WE ALSO HEREBY STATE THAT THE PRIVATE ROAD EASEMENT SHOWN HEREON ACROSS LOTS 1-3 IS INTENDED TO BE USED FOR THE PURPOSES OF INGRESS AND EGRESS AND UTILITIES FOR THE BENEFIT OF THE PRESENT AND FUTURE OWNERS OF SAID LOTS AND SHALL BE APPROPRIATELY CONVEYED UPON THE SALE OF SAID LOTS 1-3. STEVEN ERICSON AND PAULA ERICSON, HUSBAND AND WIFE, AS JOINT TENANTS A NOTARY PUBLIC OR OTHER OFFICER COMPLETING THIS CERTIFICATE VERIFIES ONLY THE IDENTITY OF THE INDIVIDUAL WHO SIGNED THE DOCUMENT TO WHICH THIS CERTIFICATE IS ATTACHED, AND NOT TO THE TRUTHFULNESS, ACCURACY OR VALIDITY OF THAT DOCUMENT. LEGAL DESCRIPTION BY: THIS MAP WAS PREPARED BY ME OR UNDER MY DIRECTION AND IS BASED UPON A FIELD SURVEY IN CONFORMANCE WITH THE REQUIREMENTS OF THE SUBDIVISION MAP ACT AND LOCAL ORDINANCES AT THE REQUEST OF STEVE AND PAULA ERICSON, HUSBAND AND WIFE, AS JOINT TENANTS IN APRIL, 2024. I HEREBY STATE THAT ALL THE MONUMENTS ARE OF THE CHARACTER AND OCCUPY THE POSITIONS INDICATED AND THAT THE MONUMENTS ARE SUFFICIENT TO ENABLE THE SURVEY TO BE RETRACED AND THAT THIS PARCEL MAP SUBSTANTIALLY CONFORMS TO THE APPROVED OR CONDITIONALLY APPROVED TENTATIVE MAP. THE LAND REFERRED TO HEREIN IS SITUATED IN THE CITY OF WEST SACRAMENTO, COUNTY OF YOLO, STATE OF CALIFORNIA AND IS DESCRIBED IN THE GRANT DEED RECORDED OCTOBER 18, 2018-0024687, OFFICIAL RECORDS OF YOLO COUNTY AS FOLLOWS: COMMENCING AT THE 34 INCH IRON PIPE MARKING THE SOUTHEASTERLY CORNER OF JEFFERSON SUBDIVISION AND THE NORTHEASTERLY CORNER OF BOULEVARD SUBDIVISION, THE SAME BEING LOCATED ON THE CENTER LINE OF ANTIOCH AVENUE, AS SAID SUBDIVISIONS APPEAR OF RECORD IN THE OFFICE OF THE COUNTY RECORDER OF YOLO COUNTY, IN MAP BOOK 2, PAGES 85 AND 74, YOLO COUNTY RECORDS; THENCE EAST 15.63 FEET TO A 34 INCH IRON PIPE MONUMENT THAT IS ON THE CENTER LINE OF DAVIS ROAD; THENCE SOUTH 66° 55' 20" EAST ALONG THE CENTER LINE OF SAID DAVIS ROAD, A DISTANCE OF 1868.02 FEET TO A POINT MARKED BY A 34 INCH BY 30 INCH IRON PIPE, WHICH IS THE POINT OF BEGINNING OF THIS DESCRIPTION; THENCE SOUTH 66° 55' 20" EAST ALONG THE CENTER LINE OF DAVIS ROAD, A DISTANCE OF 217.8 FEET; THENCE SOUTH 23° 04' 40" WEST, A DISTANCE OF 1000 FEET; THENCE NORTH 66° 55' 20" WEST, PARALLEL TO THE CENTER LINE OF DAVIS ROAD, A DISTANCE OF 217.80 FEET; THENCE NORTH 23° 04' 40" EAST 478.2 FEET; THENCE NORTH 66° 55' 20" WEST 6.00 FEET; THENCE NORTH 23° 04' 40" EAST 10 FEET; THENCE SOUTH 66° 55' 20" EAST 6 FEET; THENCE NORTH 23° 04' 40" EAST 511.80 FEET TO THE POINT OF BEGINNING. I HEREBY STATE THAT I HAVE EXAMINED THIS PARCEL MAP AND THAT THE SURVEY DATA SHOWN ON SAID MAP IS TECHNICALLY CORRECT. WHO PROVED TO ME ON THE BASIS OF SATISFACTORY EVIDENCE TO BE THE PERSON(S) WHOSE NAME(S) IS/ARE SUBSCRIBED TO THE WITHIN INSTRUMENT ACKNOWLEDGED TO ME THAT HE/SHE/THEY EXECUTED THE SAME IN HIS/HER/THEIR AUTHORIZED CAPACITY(IES) AND THAT BY HIS/HER/THEIR SIGNATURE(S) ON THE INSTRUMENT, THE PERSON(S), OR ENTITY UPON BEHALF OF WHICH THE PERSON(S) ACTED, EXECUTED THE INSTRUMENT. I CERTIFY UNDER PENALTY OF PERJURY UNDER THE LAWS OF THE STATE OF CALIFORNIA THAT THE FORGOING PARAGRAPH IS TRUE AND CORRECT. WITNESS MY HAND SIGNATURE PRINT NAME APPROVED THIS PLAT OF SUBDIVISION NO. 5170. AND HEREBY ACCEPTS, SUBJECT ON IMPROVEMENT, ON BEHALF OF THE PUBLIC, ALL OF THE LAND AND EASEMENTS OFFERED FOR DEDICATION FOR PUBLIC USE IN CONFORMITY WITH THE TERMS OF THE OFFER OF DEDICATION AS SET FORTH ON THIS PARCEL MAP. CITY OF WEST SACRAMENTO FPM20-0021 DATE: PRINTED NAME:______________________ CITY ENGINEER'S STATEMENT I HEREBY STATE THAT I HAVE EXAMINED THIS PARCEL MAP AND FIND IT TO BE SUBSTANTIALLY THE SAME AS THE CONDITIONALLY APPROVED TENTATIVE MAP AND ANY APPROVED ALTERATIONS THEREOF AND THAT ALL PROVISIONS OF THE SUBDIVISION MAP ACT AND ALL APPLICABLE CITY ORDINANCES HAVE BEEN COMPLIED WITH. ________________________ MARK COLLIER, RCE 54031 CITY ENGINEER, CITY OF WEST SACRAMENTO ________________________ DATE COUNTY TAX COLLECTOR'S STATEMENT I, THE UNDERSIGNED, TAX COLLECTOR AND REDEMPTION OFFICER OF YOLO COUNTY, STATE OF CALIFORNIA, DO HEREBY STATE THAT ACCORDING TO THE RECORDS OF THIS OFFICE, THERE ARE NO LIENS AGAINST THIS PROPERTY OR ANY PART THEREOF FOR UNPAID STATE, COUNTY, MUNICIPAL, OR LOCAL TAXES OR SPECIAL ASSESSMENTS COLLECTED AS TAXES, EXCEPT TAXES AND SPECIAL ASSESSMENTS NOT YET PAYABLE. FURTHERMORE, PURSUANT TO THE YOLO COUNTY BOARD OF SUPERVISORS RESOLUTION NO. 89-168, I DO HEREBY CERTIFY ON BEHALF OF THE CLERK OF THE BOARD OF SUPERVISORS THAT CHAPTER 4, ARTICLE 8, OF THE SUBDIVISION MAP ACT HAS BEEN COMPLIED WITH REGARDING DEPOSITS. ________________________ TOM HAYNES COUNTY TAX COLLECTOR YOLO COUNTY ________________________ DATE PARCEL MAP NO. 5170 2135 DAVIS ROAD IN WEST SACRAMENTO A PORTION OF JEFFERSON SUBDIVISION AS SHOWN ON SAID MAP RECORDED IN THE OFFICE OF THE COUNTY RECORDER OF YOLO COUNTY, IN MAP BOOK 2, PAGES 85 AND 74 CITY OF WEST SACRAMENTO, COUNTY OF YOLO, STATE OF CALIFORNIA FEBRUARY 2025 SCALE 1"=50' SHEET 1 OF 3 PEABODY ENGINEERING TSUMURA BY: DATE: PRINTED NAME:______________________ WHO PROVED TO ME ON THE BASIS OF SATISFACTORY EVIDENCE TO BE THE PERSON(S) WHOSE NAME(S) IS/ARE SUBSCRIBED TO THE WITHIN INSTRUMENT ACKNOWLEDGED TO ME THAT HE/SHE/THEY EXECUTED THE SAME IN HIS/HER/THEIR AUTHORIZED CAPACITY(IES) AND THAT BY HIS/HER/THEIR SIGNATURE(S) ON THE INSTRUMENT, THE PERSON(S), OR ENTITY UPON BEHALF OF WHICH THE PERSON(S) ACTED, EXECUTED THE INSTRUMENT. I CERTIFY UNDER PENALTY OF PERJURY UNDER THE LAWS OF THE STATE OF CALIFORNIA THAT THE FORGOING PARAGRAPH IS TRUE AND CORRECT. WITNESS MY HAND MY REGISTRATION NUMBER: ______________ NOTARY ACKNOWLEDGMENT: MY COMMISSION EXPIRES: ________________ PUBLIC IN AND FOR SAID COUNTY AND STATE, PERSONALLY APPEARED ON BEFORE ME, , A NOTARY COUNTY OF MY PRINCIPAL PLACE OF BUSINESS IS THE COUNTY OF ______________ STATE OF CALIFORNIA A NOTARY PUBLIC OR OTHER OFFICER COMPLETING THIS CERTIFICATE VERIFIES ONLY THE IDENTITY OF THE INDIVIDUAL WHO SIGNED THE DOCUMENT TO WHICH THIS CERTIFICATE IS ATTACHED, AND NOT TO THE TRUTHFULNESS, ACCURACY OR VALIDITY OF THAT DOCUMENT. SIGNATURE PRINT NAME BENEFICIARY'S STATEMENT: BY: MORTGAGE ELECTRONIC REGISTRATION SYSTEMS, INC., AS BENEFICIARY UNDER THAT DEED OF TRUST DATED JULY 27, 2020 AND RECORDED JULY 29, 2020 AS INSTRUMENT NO. 2020-0023754 OF OFFICIAL RECORDS. FPM20-0021 PARCEL MAP NO. 5170 2135 DAVIS ROAD IN WEST SACRAMENTO A PORTION OF JEFFERSON SUBDIVISION AS SHOWN ON SAID MAP RECORDED IN THE OFFICE OF THE COUNTY RECORDER OF YOLO COUNTY, IN MAP BOOK 2, PAGES 85 AND 74 CITY OF WEST SACRAMENTO, COUNTY OF YOLO, STATE OF CALIFORNIA FEBRUARY 2025 SCALE 1"=50' SHEET 2 OF 3 PEABODY ENGINEERING TSUMURA BASIS OF BEARINGS: LEGEND THE GRID BEARING OF N34°35'43"E, SHOWN HEREON FOR THE TIE LINE BETWEEN CITY OF WEST SACRAMENTO GEODETIC POINTS "G27-T1" AND "D20-01" AS SHOWN IN BOOK 13 OF MAPS & SURVEYS AT REFERENCE DIMENSION POINT FOUND MONUMENT AS NOTED C CENTERLINE L (R1) 1998 BM 40 PARCEL MAP NO. 5170 2135 DAVIS ROAD IN WEST SACRAMENTO A PORTION OF JEFFERSON SUBDIVISION AS SHOWN ON SAID MAP RECORDED IN THE OFFICE OF THE COUNTY RECORDER OF YOLO COUNTY, IN MAP BOOK 2, PAGES 85 AND 74 CITY OF WEST SACRAMENTO, COUNTY OF YOLO, STATE OF CALIFORNIA FEBRUARY 2025 SCALE 1"=50' SHEET 3 OF 3 (_) RECORD DIMENSION M MEASURED DATA (R2) 2020 BM 26 NOTES: SET 5/8" REBAR W/CAP STAMPED LS 4600 C.O.W.S. CITY OF WEST SACRAMENTO PEABODY ENGINEERING TSUMURA PARCEL NO. 1 GROSS AREA= 1.53 Ac. NET AREA= 1.39 Ac. PARCEL NO. 2 GROSS AREA= 1.59 Ac. NET AREA= 1.59 Ac. PARCEL NO. 3 GROSS AREA= 1.88 Ac. NET AREA= 1.88 Ac. 50 FT. PRIVATE ROAD & PUBLIC UTILITIES EASEMENT FORTUNO-MARSTON FAM TRUST JANICE C FORTUNO-MARSTON TR 2022-0016362

SUN M CAPITAL LLC
DAVIS ROAD (PUBLIC) 25' 25' 25' 25' L-1 N 67° 13' 29" W 6.00' LINE TABLE: L-2 N 22° 46' 31" E 10.00' L-3 S 67° 13' 29" E 6.00' BEARING DISTANCE CL CL FOUND BUTTONHEAD NO TAG - ASSUMED CENTERLINE (R1) FD PK NAIL ASSUMED CENTERLINE OF DAVIS ROAD FOUND IRON PIPE NO TAG - ASSUMED CENTERLINE (R2) FOUND 58" REBAR NO TAG (R1) G27-T1(R3) N:1950110.218(R3) E: 6684331.768(R3) CCS 83 - ZONE 2(R3) C.G.F.: 0.99996308(R3) ELEV. N.G.V.D. 1929: 10.02(R3) 1. THIS SUBDIVISION CONTAINS 217,860.00 SQUARE FEET + GROSS 2. THE SUM DISTANCES ALONG PARTS OF A LINE MAY NOT EQUAL THE TOTAL LENGTH SHOWN DUE TO ROUNDING ERROR. 3. DAVIS ROAD R.O.W. DEDICATED WITH EASEMENT OF PUBLIC ROAD AND HIGHWAY IN BOOK 116 OF DEEDS, PAGE 319 OF OFFICIAL RECORDS, YOLO COUNTY RECORDER. 4. PRIVATE ROAD AND DITCH EASEMENT IN BOOK 453, PAGE 272 OF OFFICIAL COUNTY RECORDS. 5. ALL BEARINGS AND COORDINATES SHOWN HEREON ARE GRID AND BASED ON THE CALIFORNIA COORDINATE SYSTEM OF 1983, ZONE 2 PER BOOK 13 OF MAPS & SURVEYS AT PAGES 61-69. UNLESS OTHERWISE NOTED, ALL DISTANCES ARE GROUND, AND SHOWN IN UNITED STATES SURVEY FEET AND DECIMALS THEREOF. TO OBTAIN GRID DISTANCES, MULTIPLY GROUND DISTANCES BY A COMBINATION FACTOR OF .99996867. S 22° 46' 31" W 1000.00'(M) N 22° 46' 31" E 1000.00'(M) S 67° 13' 29" E 50.00' L-1L-2 L-3 320.46' 318.50' 305.00' 376.50' 101.70' 206.80' 305.00' N 67° 13' 29" W 217.80'
N 67° 13' 29" W 217.80'
N 67° 13' 29" W 217.80'
S 67° 13' 29" E 217.80' N 22° 46' 31" E 566.30' L = 44.52', R = 40.00' Δ= 63° 46' 09" L = 207.74', R = 50.50' Δ= 235° 41' 59" S 22° 46' 31" W 56.04' FOUND IRON PIPE NO TAG - ASSUMED CENTERLINE ORIGIN UNKNOWN S 67° 13' 29" E 217.80' S 67° 13' 29" E 435.58' SET MAG NAIL AND WASHER STAMPED LS 4600 PAGES 61-69, WAS USED AS THE BASIS OF BEARINGS FOR THIS SURVEY. S 22° 46' 32" W 1000.00' (R4) N 64° 55' 52" E 9924.76' S 34° 35' 43" W 15319.12'(GRID) 15319.60'(GROUND) (R3) 13 M&S 61-69 S 67° 13' 28" E (R2) BASIS OF BEARING N 5° 11' 00" W 7514.32' N 67° 13' 29" W 217.80' M
S 67° 13' 29" E 1540.61' (R4) 2004 BM 28 (R5) GRANT DEED DOC NO. 2018-0024687 25' ROAD AND DITCH EASEMENT RESERVED PER 453 O.R. 272 50' PUBLIC ROAD PER 116 DEEDS 319 D20-01(R3) N:1962720.658(R3) E: 6693029.600(R3) CCS 83 - ZONE 2(R3) C.G.F.: 0.99995733(R3) ELEV. N.G.V.D. 1929: 5.67(R3) S 67° 13' 28" E 435.30' (R2) S 67° 13' 28" E (R4) S 66° 55' 20" E (R5) N 67° 13' 28" W 217.80' (R4) REBAR (R4) SEARCHED FOR NOT FOUND UY TRUST LEO UY TR 2022-0000459 LARRY J LANGFORD DANIELLE M LANGFORD 98-0010475 DUSTIN MELINE 2022-0014743 REED FAM TRUST PHIL & ELAINE REED TR 2015-0025669 MUNOZ-AGUIRRE REV TRUST GABRIEL & ARACELI AGUIRRE TR 2019-0019300 PARCEL A (R4) PARCEL B (R4) SUBDIVISION BOUNDARY S 23° 04' 40" W 1000.00' (R5) 478.20' (R5) & (R6) 511.80' (R5)& (R6) S 66° 55' 20" E (R5) (R5)&(R6) N 66° 55' 20" W 6.00' N 23° 04' 40" E 10.00' S 66° 55' 20" E 6.00' (N 23° 04' 40" E) (R5&R6) (R6) GRANT DEED DOC NO. 2022-0016362REBAR & CAP (R4) SEARCHED FOR NOT FOUND ATTACHMENT 2

VICINITY MAP
SITE
276
Attachment 3
RESOLUTION 26-06

A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF WEST SACRAMENTO APPROVING PARCEL MAP 5170
WHEREAS, said Parcel Map for Subdivision 5170 has been prepared and presented to the City Council of the City of West Sacramento for approval; and WHEREAS, the subject parcel map is consistent with the approved tentative map and modifications, thereto; and
WHEREAS, all conditions of approval of the Tentative Map have been satisfied and said Parcel Map conforms to the requirements of the Subdivision Map Act and local ordinances.

NOW, THEREFORE, BE IT RESOLVED that the City Council of the City of West Sacramento hereby approves Parcel Map 5170.

PASSED AND ADOPTED by the City Council of the City of West Sacramento this 21st day of January, 2026 by the following vote:

AYES:

NOES:

ABSENT:
________________________________
Martha Guerrero, Mayor
ATTEST:
________________________________
Jennifer Cusmir, City Clerk
277

CITY COUNCIL AGENDA REPORT
MEETING DATE: January 21, 2026 ITEM # 12
SUBJECT:

CONSIDERATION OF RESOLUTION 26-04 APPROVING AN UPDATE TO THE CITY OF

WEST SACRAMENTO STANDARD SPECIFICATIONS AND DETAILS
INITIATED OR REQUESTED BY: REPORT COORDINATED OR PREPARED BY:
[ ] Council [x] Staff
[ ] Other
Mark Collier, Principal Engineer
Community Development Department
ATTACHMENT [X] Yes [ ] No [ ] Information [ ] Direction [X] Action

OBJECTIVE
To approve a comprehensive update to the City of West Sacramento Standard Specifications and Details.

RECOMMENDED ACTION
Staff respectfully recommends that the City Council:

1. Adopt Resolution 26-04, approving an update to the City of West Sacramento Standard Specifications and Details; and

2. Authorize the City Engineer to approve future minor modifications to the Standard Specifications and Details .

BACKGROUND
The most recent comprehensive update to the City of West Sacramento Standard Specifications and Details (Standard Specs) was approved by Council in 2002. Since that time, minor modifications have been approved both by City Council and by the City Engineer.

The Standard Specs provide requirements for the design and construction of civil improvements within public rights-of-way and easements as well as for on-site private development projects. It is utilized by the City in the design and construction of public improvements and in the plan review and inspection of developer constructed improvements.

ANALYSIS
A comprehensive update to the Standard Specs is warranted because since the last update of the Standard Specs in 2002, there have been many changes to related design standards, methodologies and materials used by the industry and other jurisdictions in the design and construction of civil improvements. These include the California State Highway Design Manual, California State Standard Specifications, California Manual of Traffic Control Devices, and the California Traffic Control Manual.

In addition, since 2002, the City has adopted updates to the City General Plan, the Bicycle, Pedestrian and Trails Master Plan, Storm Drainage Master Plan, Water Master Plan, Sewer Master Plan and Landscape Design Guidelines. The City has also adopted unique design guidelines for certain neighborhoods including the Bridge District and the Washington District which differ from the rest of the City. All of these documents have elements within them that must be reflected in, and be consistent with, the Standard Specs, and they have been incorporated into this update.

The update includes changes to four of the five Divisions of the Standard Specs. The Design Standards, (Division I) provide requirements for the design and preparation of plans for the construction of various improvements within public rights-of-way and easements and other improvements for which the Development Engineering Division of the Community Development Department is responsible for performing plan checking. The Private Development Standards, (Division II), specify the design and construction of various private development improvements, including pavement and roadway improvement requirements, underground water, sanitary sewer, and storm drainage systems. The Standard Construction Specifications, (Division IV), specify construction materials and methods for improvements constructed within public rights-of-way and easements and other improvements for which the Development Engineering Division of the Community Development Department is responsible for performing plan checking. The Standard Details, (Division V), include specific designs, depicting dimensions, materials and configurations of various standard improvements. 278
Consideration of Resolution 26-04 Approving an Update to the City of West Sacramento Standard Specifications and Details January 21, 2026

Page 2 ends

Adoption of the updated City of West Sacramento Standard Specs provides several important benefits to the City, the development community, and the public at large. First and foremost, the updated Standard Specs establish a clear, consistent, and current technical framework for the design and construction of public and private infrastructure. By codifying updated engineering standards, materials, and construction methodologies, the City ensures that infrastructure is designed and built in a manner that reflects current best practices, regulatory requirements, and industry norms, rather than relying on legacy standards that may no longer be appropriate or efficient.

The updated Standard Specs also significantly improves predictability and transparency in the development of capital-improvement projects. Designers, contractors, and developers benefit from a single, consolidated set of expectations that align with current City policies, adopted master and Specific Plans, and State standards. This reduces uncertainty during plan review, minimizes the need for project-specific exceptions or clarifications, and helps avoid delays or redesigns late in the entitlement or construction phases. For the City, this consistency translates into more efficient plan checking, clearer inspection criteria, and reduced administrative burden across departments.

From the perspective of the development community, adoption of the updated Standard Specs provides greater economic certainty, cost predictability, and reduced project risk. Clear, current, and uniformly applied technical standards allow developers and their design teams to more accurately estimate construction costs, schedule project timelines, and secure financing with confidence that infrastructure requirements will not materially change during plan review or construction. By minimizing reliance on outdated standards, discretionary interpretations, or project-specific deviations, the City reduces the likelihood of unanticipated redesigns, change orders, or construction delays that can materially affect project feasibility and pro forma assumptions.

Finally, standardized and updated specifications reinforce the City’s ongoing commitment to a fair, transparent, and business-ready development environment. Consistent application of adopted standards across projects helps ensure that similarly situated developments are treated equitably, reducing uncertainty related to interpretation or enforcement. This predictability supports long-term private investment decisions, strengthens the City’s reputation as a reliable development partner, and aligns with broader economic development goals by reducing regulatory uncertainty while maintaining high infrastructure and public-safety standards.

Environmental Considerations
Approval of the updated Standard Specs is not a project as defined by California Code of Regulations, Title 14, Division 6, Chapter 3 (“CEQA Guidelines”), Article 20, Section 15378. Future projects built in accordance with the updated standard specifications will be subject to CEQA review.

Commission Recommendation
No Commission review was included in the review of the updated document Strategic Plan Integration
Not applicable.

Alternatives
Council may:

1. Approve the Update to the Standard Specifications and Details; or

2. Council may choose not to approve the Update to the Standard Specifications and Details at this time and request modifications to the update as presented.

Coordination and Review
This update was prepared in coordination with INTERWEST, under a professional services contract with the City, and with significant input from multiple City Departments including Community Development, Capital Projects, Parks and Recreation, Public Works Maintenance & Operations, Fire and Police.

Budget/Cost Impact
There is no known ongoing fiscal impact. Total Project budget previously approved by Council totaled $715,500.

ATTACHMENTS

1. Resolution 26-04

2. City of West Sacramento Standard Specifications and Details DIV I 279
Consideration of Resolution 26-04 Approving an Update to the City of West Sacramento Standard Specifications and Details January 21, 2026

Page 3 ends

3. City of West Sacramento Standard Specifications and Details DIV II

4. City of West Sacramento Standard Specifications and Details DIV IV

5. City of West Sacramento Standard Specifications and Details DIV V 280
Attachment 1
RESOLUTION 26-4

A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF WEST SACRAMENTO

APPROVING AN UPDATE TO THE STANDARD SPECIFICATIONS AND DETAILS WHEREAS, the City of West Sacramento maintains a document known as the City of West Sacramento Standard Specifications and Details; and WHEREAS, the Design Standards, (Division I) provide requirements for the design and preparation of plans for the construction of various improvements within public rights-of-way and easements and other improvements for which the Development Engineering Division of the Community Development Department is responsible for performing plan checking. The Private Development Standards, (Division II), specify the design and construction of various private development improvements, including pavement and roadway improvement requirements, underground water, sanitary sewer, and storm drainage systems. The Standard Construction Specifications, (Division IV), specify construction materials and methods for improvements constructed within public rights-of-way and easements and other improvements for which the Development Engineering Division of the Community Development Department is responsible for performing plan checking. The Standard Details, (Division V), include specific designs, depicting dimensions, materials and configurations of various standard improvements; and WHEREAS, the most recent update to the Standard Specifications and Details was adopted in 2002; and
WHEREAS, a comprehensive update to the Standard Specifications and Details is warranted because since the last update of the Std Spec’s in 2002, there have been many changes to related design standards, methodologies and materials used by the industry and other jurisdictions in the design and construction of civil improvements. These include the California State Highway Design Manual, California State Standard Specifications, California Manual of Traffic Control Devices, and the California Traffic Control Manual; and WHEREAS, since 2002, the City has adopted updates to the City General Plan, the Bicycle, Pedestrian and Trails Master Plan, Storm Drainage Master Plan, Water Master Plan, Sewer Master Plan and Landscape Design Guidelines. The City has also adopted unique design guidelines for certain neighborhoods including the Bridge District and the Washington District which differ from the rest of the City. All of these documents have elements within them that must be reflected in, and be consistent with the Standard Specifications and Details; and WHEREAS, this update to the Standard Specifications and Details incorporates changes which reflect the latest versions of said documents.

NOW, THEREFORE, BE IT RESOLVED that the City Council of the City of West Sacramento hereby approves the comprehensive update to the Standard Specifications and Details.

PASSED AND ADOPTED by the City Council of the City of West Sacramento this 21st day of January, 2026 by the following vote:

AYES:

NOES:

ABSENT:
________________________________
Martha Guerrero, Mayor
ATTEST:
________________________________
Jennifer Cusmir, City Clerk
281
Attachment 2
Community Development Department

ENGINEERING DIVISION
Standard Specifications
2026
Division I
Design Standards
282
283
The document is accessible from our web site at: Documents Link Design Standards – Division I
Approved Document Revisions
Revision
No. Date Section No. Brief Description
1 2
3 4
5 6
7 8
9 10
284

INTRODUCTION
The City Council of the City of West Sacramento approved these Standard Specifications on January 21, 2026, by the adoption of Resolution No. 26-04. This document represents the third formal full revision to the Standard Specifications. These Standard Specifications consist of the following Divisions:

Division I: Design Standard
Division II: Private Development Standards
Division III: Reserved
Division IV: Standard Construction Specifications
Division V: Standard Plans
The Design Standards, (Division I) provide requirements for the design and preparation of plans for the construction of various improvements within public rights-of-way and easements and other improvements for which the Development Engineering Division of the Community Development Department is responsible for performing plan checking. The Private Development Standards, (Division II), specify the design and construction of various private development improvements, including pavement and roadway improvement requirements, underground water, sanitary sewer, and storm drainage systems. Division III Reserved, (previously General Conditions). The General Conditions was removed from the City Standard Specifications in September 2025. Contact City of West Sacramento, Capital Projects Department, Engineering Division for additional information, (916) 815-4890 or [email protected]. The Standard Construction Specifications, (Division IV), specify construction materials and methods for improvements constructed within public rights-of-way and easements and other improvements for which the Development Engineering Division of the Community Development Department is responsible for performing plan checking. The Standard Details, (Division V), include specific designs, depicting dimensions, materials and configurations of various standard improvements unless otherwise superseded by specific requirements and details of an approved City Specific Plan Area.

As with any standard specifications, it is anticipated that occasional updates will be necessary. It will be the responsibility of all holders of these Standard Specifications to obtain updates from the City website listed on the previous page.

Suggestions for changes to these Standard Specifications may be made in writing to the City of West Sacramento, Community Development Department, 1110 West Capitol Ave., 2nd Floor, West Sacramento, California, 95691 or you may visit our website to leave a comment at: West Sac Connect
285
286

TABLE OF CONTENTS
SECTION 1 PURPOSE AND DEFINITIONS................................................................................................2

1.01 PURPOSE.................................................................................................................................2

1.02 DEFINITIONS ...........................................................................................................................2

1.03 CONFLICTS WITH STATE STANDARD SPECIFICATIONS, STATE STANDARD PLANS, AND CALIFORNIA BUILDING STANDARDS CODE/FIRE CODE...........................................................5 SECTION 2 GENERAL REQUIREMENTS...................................................................................................6

2.01 GENERAL .................................................................................................................................6

2.02 PREPARATION OF IMPROVEMENT PLANS ..............................................................................6

2.03 SUBMISSION OF IMPROVEMENT PLANS...............................................................................12

2.04 SUBMISSION OF SOILS REPORT ............................................................................................15

2.05 PLAN CHECKING FEES ...........................................................................................................15

2.06 RESERVED .............................................................................................................................15

2.07 CITY REVIEW AND APPROVAL OF IMPROVEMENT PLANS ....................................................15

2.08 REVISIONS TO CITY APPROVED PUBLIC IMPROVEMENT PLANS ...........................................16

2.09 REVISIONS TO CITY APPROVED ON-SITE DEVELOPMENT IMPROVEMENT PLANS................17

2.10 INSPECTION OF IMPROVEMENTS .........................................................................................18

2.11 RECORD DRAWINGS PRIOR TO FORMAL ACCEPTANCE OF THE IMPROVEMENTS BY THE CITY COUNCIL ...............................................................................................................................20

2.12 ACCEPTANCE OF IMPROVEMENTS .......................................................................................20 SECTION 3 STREET DESIGN..................................................................................................................22

3.01 GENERAL...............................................................................................................................22

3.02 STRUCTURAL SECTION ..........................................................................................................25

3.03 OPEN TRENCHING.................................................................................................................25

3.04 PARTIAL STREETS ..................................................................................................................26

3.05 PRIVATE ROADS………………………………………………………………………………………………………….....…26

3.06 GEOMETRICS.........................................................................................................................27

3.07 APPURTENANCES..................................................................................................................28 SECTION 4 STORM DRAINAGE ............................................................................................................33

4.01 GENERAL...............................................................................................................................33

4.02 HYDROLOGY AND HYDROMODIFICATION ............................................................................33

4.03 HYDRAULICS..........................................................................................................................42

4.04 ALIGNMENT ..........................................................................................................................43

4.05 COVER REQUIREMENTS ........................................................................................................43

4.06 APPURTENANCES..................................................................................................................43 287

4.07 OPEN CHANNELS...................................................................................................................45

4.08 ROADSIDE DRAINAGE DITCHES FOR RURAL ROADS .............................................................46

4.09 BENCH DRAINS AND DIVERSION DITCHES ............................................................................46

4.10 EASEMENTS ..........................................................................................................................46

4.11 IMPROVEMENTS REQUIRED TO MEET STATE MS4 PERMIT REQUIREMENTS.......................47 SECTION 5 SANITARY SEWERS ............................................................................................................48

5.01 GENERAL...............................................................................................................................48

5.02 PIPE DIAMETER .....................................................................................................................48

5.03 DESIGN..................................................................................................................................49

5.04 WASTEWATER PUMP STATION DESIGN................................................................................53

5.05 RIGHT-OF-WAY POLICY .........................................................................................................53 SECTION 6 WATER SYSTEM.................................................................................................................54

6.01 GENERAL...............................................................................................................................54

6.02 DESIGN REQUIREMENTS.......................................................................................................54

6.03 RIGHT-OF-WAY POLICY .........................................................................................................58 SECTION 7 STREET LIGHTING ..............................................................................................................59

7.01 GENERAL...............................................................................................................................59

7.02 STREETLIGHT DESIGN............................................................................................................60 SECTION 8 BUS SHELTERS ...................................................................................................................65

8.01 GENERAL...............................................................................................................................65

8.02 PLACEMENT GUIDELINES......................................................................................................66

8.03 DESIGN..................................................................................................................................66 SECTION 9 TRAFFIC SIGNALS...............................................................................................................68

9.01 GENERAL...............................................................................................................................68

9.02 SIGNAL STANDARD TYPES.....................................................................................................68

9.03 VEHICLE AND PEDESTRIAN SIGNAL TYPES ............................................................................68

9.04 VEHICLE SIGNAL ALIGNMENT ...............................................................................................69

9.05 NUMBER AND SIZE OF VEHICLE SIGNAL INDICATIONS .........................................................70

9.06 VEHICLE LOOP DETECTOR LAYOUT AND INPUTS ..................................................................70

9.07 MULTI SENSOR VIDEO DETECTION SYSTEM (MSVDS) ..........................................................71

9.08 CONDUIT...............................................................................................................................72

9.09 CONDUCTORS .......................................................................................................................73

9.10 PULL BOXES...........................................................................................................................73

9.11 CONTROLLER CABINET..........................................................................................................74

9.12 PROTECTED VS. PERMISSIVE LEFT TURN PHASING...............................................................74

9.13 TRAFFIC SIGNAL FIBER INTERCONNECT................................................................................74 288

9.14 MAST ARM STREET NAME SIGNS..........................................................................................75

9.15 GLOBAL POSITIONING TRANSIT PRIORITY SYSTEM (GPTSPS) ...............................................75

9.16 SIGNAL PHASING...................................................................................................................76

9.17 ADVANCE FLASHING BEACONS.............................................................................................76

9.18 MISCELLANEOUS APPURTENANCES......................................................................................76

9.19 RESERVED .............................................................................................................................77

9.20 RESERVED .............................................................................................................................77

9.21 PREPARATION OF PLANS ......................................................................................................77 289

LIST OF FIGURES
Figure 3-1 - City Street Standard Map ..........................................................................................24 Figure 4-1 - Drainage Area vs 100-Year Flow................................................................................40 Figure 4-2 - Drainage Area vs 10-Year Peak Flow .........................................................................41 Figure 4-3 - Pipe Sizing Chart........................................................................................................41 Figure 8-1 - City Architectural Grade Bus Shelter .........................................................................65

LIST OF TABLES
Table 3-1 - City Standard Details ..................................................................................................22 Table 3-2 - Rigid Pavement Surface Treatment ............................................................................25 Table 3-3 - Maximum Number of Driveways per Parcel...............................................................29 Table 4-1 - Effective Percent Impervious by Land Use .................................................................37 Table 4-2 - Initial Loss by Recurrence Interval..............................................................................38 Table 4-3 - Infiltration Rates by Land Use and Hydrologic Soil Group..........................................38 Table 4-4 - Basin “n” for Unit Hydrograph Lag Equation by Land Use..........................................39 Table 4-5 - Lag Multiplication Factors for Overland Release........................................................39 Table 4-6 - Manning’s “n” By Conveyance System Type ..............................................................40 Table 9-1 - Pull Boxes....................................................................................................................73 290
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DIVISION I

DESIGN STANDARDS
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SECTION 1

PURPOSE AND DEFINITIONS

1.01 PURPOSE
The purpose of these Design Standards is to provide certain minimum standards for the design, construction, repair and alteration of streets, roadways, alleys, drainage, sewerage, parks, landscaping, irrigation, water supply facilities, and all appurtenances thereto, within the City of West Sacramento, where any portion of such improvement is to be dedicated to the City of West Sacramento and accepted for operation and/or maintenance.

Any items which are not included in these Standards shall be designed in accordance with the current editions of the following documents:
 The current edition of the California State Highway Design Manual;  The current edition of the California Manual of Traffic Control Devices (CAMUTCD);  California State Traffic Operations Manual;
 City of West Sacramento Municipal Code (as hereinafter defined);  City General Plan, City Master Plans, and any applicable Specific Plan(s) of the City of West Sacramento;
 Generally accepted engineering practices; and
 As directed by the City Engineer.

At the City’s professional discretion, these minimum standards may be modified by written request and subsequent approval of the City Engineer.

1.02 DEFINITIONS
In these Design Standards, Private Development Standards, the Standard Construction Specifications, and the Standard Details, the intent and meaning of the terms that are used shall be as defined in the General Conditions , except as modified or added hereafter.

A. AUTHORIZED MATERIAL LIST (AML) - List of currently approved manufactured materials and equipment installed and maintained throughout the City infrastructure.

B. CAPITAL IMPROVEMENT PLANS - Improvement plans directly prepared by the City or through a Consultant Design Engineering Contract with the City for construction of public improvements and all other work performed within City rights-of-way, easements, or City property.

C. CITY - Shall mean the City of West Sacramento, a municipal corporation.

D. CITY ENGINEER - Shall mean the City Engineer of the City of West Sacramento, California, or their representative.

E. CITY INSPECTOR - Capital Projects Department, Construction and Facilities Develop292 Division I - Page 3
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ment Division Inspector/Representative responsible for the inspection of all Capital Improvement Projects, and Development Improvement Projects and On-Site Improvement Projects constructed by Developers within the City.

F. CONSULTING ENGINEER - Any person or persons, firm, partnership, or corporation legally authorized to practice Civil Engineering in the State of California who prepares or submits development improvement plans and specifications on behalf of a Developer, Specific Plans, Master Plans, Utility Studies, etc., for the Community Development Department or Capital Projects Department of the City of West Sacramento for approval.

G. DEVELOPER - Shall mean any person, firm, corporation, partnership, or association engaged in the development of private property in part or in whole by the placing of any improvements thereon and any development related public infrastructure improvements to be accepted by the City, whether the property was previously developed in whole, in part, or at all.

H. DEVELOPMENT - Shall mean the act or process of construction on real property, residential, commercial, offices, multifamily, or industrial subdivisions as well as buildings on individual lots or parcels. Development also includes construction of public improvements within public rights-of-way required as a condition of approval for a private development project.

I. DEVELOPMENT IMPROVEMENT PLANS (Sometimes referred to as “Drawings,” “Public Improvement Plans,” or “Construction Plans) - Shall mean engineering drawings detailing street alignment, grade, geometric section, and structural section; sanitary sewer alignment, grade, and size; water system alignment, size, valving, and fire hydrant assembly and location; storm drain alignment, grade, and size; landscaping; streetlighting and traffic signal improvements; and other miscellaneous improvements prepared by a California Registered Professional Engineer, Architect or Landscape Architect, as required and approved by the City Engineer.

J. EASEMENT - Shall mean an easement dedicated to the City or Public Utility, which shall be continuing and irrevocable unless formally vacated.

K. ENGINEERING DIVISION - Shall mean either the Development Engineering Division of the Community Development Department, also referred to in this document as DE Division (Private Development Conditions Setting and Improvement Plan Checking), or the Construction and Facilities Development Division of the Capital Projects Department (Construction Inspection) of the City of West Sacramento, as appropriate.

L. GRADING ORDINANCE - Shall mean the latest edition of the “Grading Ordinance” of the City Municipal Code as adopted by the City Council of the City of West Sacramento.

M. IMPROVEMENTS - Refers to structures, street work, sidewalk, curb, gutter, driveways, water mains, sanitary sewer, storm drainage, streetlighting, traffic signals, public utilities, landscaping, irrigation, parks, fences, and other related infrastructure or facilities to be constructed or installed by the Developer/Contractor within an existing or future public right-of-way or easement and other improvements. City approval of the design of Developer Public Improvement Plans are the responsibility of the 293
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Community Development Department (Improvement Plan Checking). Capital Projects Department is responsible for the design of City Capital Improvement Projects and construction inspection of all public construction projects with the City.

N. LATEST EDITION - Shall mean the most recent edition of the subject document, which has been adopted by the City of West Sacramento.

O. MANUAL OF TRAFFIC CONTROLS - Shall mean the “California Manual of Traffic Control Devices” (CAMUTCD), of the State of California, Department of Transportation, latest edition.

P. ON-SITE DEVELOPMENT IMPROVEMENT PLANS - Plans for construction of improvements for commercial, industrial, multi-family, and single-family residential development located outside of City rights-of-way or public easements.

Q. PUBLIC IMPROVEMENT PLANS - Plans prepared for construction of public improvements required of subdivisions and all other work performed within the City rights-of-way or easements.

R. RECORD DRAWING - Plan sheet(s) depicting the “as-built” condition of all public improvements constructed, highlighting, and detailing any changes that were made from the originally approved design, as constructed by the Contractor, reviewed by the Design Engineer, and approved by the City Engineer. Such revisions may include, but are not limited to, water, sewer and storm drain improvements (including plans & profile revisions), and curb, gutter sidewalk, roadway, and landscaping improvements.

S. SOILS REPORT - Shall mean a report as prepared by any person, persons, firm, partnership, or corporation legally licensed to prepare said document in the State of California.

T. SOILS (GEOTECHNICAL) ENGINEER - Shall mean a person, persons, firm, partnership, or corporation legally licensed and qualified to perform Geotechnical Engineering in the State of California.

U. STANDARD CONSTRUCTION SPECIFICATIONS - Shall mean Division IV, “Standard Construction Specifications” of the City Standard Specifications of the City of West Sacramento, latest edition.

V. STANDARD DETAILS - Shall mean Division V, “Standard Details” of the City Standard Specifications of the City of West Sacramento.

W. STATE HIGHWAY DESIGN MANUAL - Shall mean the “Highway Design Manual” of the State of California Department of Transportation, latest edition.

X. STATE TRAFFIC MANUAL - Shall mean the “California Manual of Traffic Control Devices (CAMUTCD),” of the State of California, Department of Transportation, latest edition.

Y. STATE STANDARD SPECIFICATIONS - Shall mean the “Standard Specifications” of the State of California, Department of Transportation, Latest Edition, unless otherwise stated.

Z. STATE STANDARD PLANS - Shall mean the “Standard Plans” of the State of California, Department of Transportation, Latest Edition, unless otherwise stated. 294
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AA.SUBDIVISION ORDINANCE - Shall mean the “Subdivision Ordinance,” being Title 16 of the City Municipal Code, as adopted by the City Council of the City of West Sacramento, including all subsequent approved updates.

BB.WATER EFFICIENT LANDSCAPE ORDINANCE (WELO) - Title 13, Section 13.04, Article X of the City Municipal Code. as adopted by the City Council of the City of West Sacramento, including all subsequent City approved updates.

CC. ZONING ORDINANCE - Shall mean the “Zoning Ordinance” of the City Municipal Code as adopted by the City Council of the City of West Sacramento, including all subsequent City approved updates.

1.03 CONFLICTS WITH STANDARD SPECIFICATIONS, STATE STANDARD PLANS, AND

CALIFORNIA BUILDING STANDARDS CODE/FIRE CODE
Should there be any conflict identified between the City Standard Specifications and the latest edition of the State Standard Specifications, Standard Plans and California Building Standards Code/Fire Code by the Bidder, Developer, Consultant Engineer, or Construction Contractor, the identified conflict shall be brought to attention, in writing, to the City Engineer for resolution. The City Engineer’s determination or direction will be final. 295
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SECTION 2

GENERAL REQUIREMENTS

2.01 GENERAL
Complete plans and specifications for all proposed land development improvements, including any necessary dedications for rights-of-way and easements, shall be submitted to the Development Engineering Division of the Community Development Department for approval. The Developer must receive the required approval prior to the beginning of construction of any such improvements. Such plans shall be prepared by or under the supervision of a Registered Civil Engineer in accordance with the provisions of “Professional Engineer’s Act,” Division 3, Chapter 7 of the Business and Professions Code, relating to the practice of Civil Engineering.

2.02 PREPARATION OF IMPROVEMENT PLANS
A. CAPITAL IMPROVEMENT PLANS AND DEVELOPMENT IMPROVEMENT PLANS - Development Improvement Plans shall be prepared for public improvements required of subdivisions and all other work performed within City rights-of-way or easements.

Both Capital Improvement Plans and Development Improvement Plans shall be prepared in accordance with these Standard Specifications. All plan sheets shall be stamped and signed by the appropriate California licensed Engineer, Architect, or other licensed professional who is responsible for the preparation of said plan sheet.

Should there be more than one licensed professional who had responsible charge for portions of the design work provided on the plan sheet, work under the responsible charge of each of the licensed designers shall be identified and the plan sheet shall be stamped and signed by that licensed individual. Existing and proposed right-of-way limits shall be shown on all plan sheets.

B. FORM OF CAPITAL IMPROVEMENT PLANS AND DEVELOPMENT IMPROVEMENT PLANS - The following requirements apply to the form of Capital Improvement Plans and Development Improvement Plans. See Section 2.03 for specific electronic submittal requirements. A separate title sheet shall not be required when the total number of sheets is fewer than three (3). If a title sheet is not required, the following requirements shall still apply to the improvement plans except those identified by an asterisk (*).

1. Dimensions of Plans - Electronically submitted plans shall be prepared such that when printed or plotted shall be sized such that the print will be twenty-two (22) inches by thirty-four (34) inches, with a one- and one-half (1 1/2) wide clear margin on the left edge and a one (1) inch wide clear margin on all other edges, or as otherwise approved by the City Engineer.
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2. Scale - The horizontal scale shall be one (1) inch equals forty (40) feet; vertical scale shall be one (1) inch equals four (4) feet or as otherwise approved by the City Engineer.

3. Title (Sheet)
a. Name of subdivision or project.
b. Vicinity map.
c. North Arrow
d. Index of sheets.
e. City Engineer’s signature block. If approved construction plans have no cover sheet, place City Engineer’s signature block on first page of construction plans. f. Plan view showing the entire street right-of-way layout (scale: one (1) inch equals one hundred (100) feet), proposed street names, water and sewer mains, storm drainage system, lot numbers, streetlights, sheet index, and other miscellaneous improvements to be installed.
g. Complete legend.
h. Typical street section for each varying width street. i. Title block located along lower edge or right edge of paper. j. Temporary and permanent benchmarks including their descriptions. k. Applicable City Standard Notes - General and special notes relating to construction methods. The following note shall be included in the General Notes: “All work shall conform to the City of West Sacramento Standard Specifications.”
l. Names, addresses, email addresses, and contact telephone numbers of the project design consultant engineer, project soils or geotechnical engineer, all subcontracted design engineers, including area of responsibility (when appropriate), developer’s representative, design engineer(s), and all affected public utility companies and reclamation district representatives. m. Design Engineer’s stamp and signature.

4. Street Plan and Profile Sheet
a. Plan view of each street to be improved shall be shown on separate sheets and shall include street names, existing and proposed right-of-way, existing improvements and contours/elevations within one hundred (100) feet of the project boundary, proposed improvements, and future improvements, if known. Improvements to be shown shall include sidewalk, curbs, gutters, driveways, sewer mains, water mains, water service and sewer lateral locations, storm drains, manholes, joint utility trench locations, public utility vault locations, lot utility service locations, valves, fire hydrants, fencing, barricades, monuments, survey stationing, face of curb data for all curves, and other data or improvements as required by the City Engineer. Distinct elevations shall be shown along the face of curb at all beginning and end of curves and at all curb returns. The survey stationing shall normally read from left to right with the north arrow pointing either to the top or right edge of the 297
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plan sheet. All stationing shall be a continuation of existing improvements where possible.
b. Profile view of each street shall be shown immediately below its plan view. The profile shall include existing and proposed street centerlines, sewer mains, storm drains, water mains, public utility mains, all utility crossings, and gutter flow lines. Distinct elevations shall be shown on the street centerline and top of curb at fifty-foot stations and grade break points, manhole and catch basin inverts, and water main crossings with other utilities. Rates of grades shall be shown on all profile lines. Elevations of the hydraulic grade line for the Ten (10) Year and One Hundred (100) Year Frequency Storms shall be shown at all locations of storm drain manholes, catch basins, and drain inlets.

5. Signing and Striping Plan - All existing and proposed traffic signing and striping shall be shown on a plan view and on separate sheets from all other improvements. The scale shall be one (1) inch equals forty (40) feet, or as otherwise approved by the City Engineer. Signing and striping to be shown shall include all existing and proposed traffic striping, pavement markings, pavement markers, regulatory signs, and warning signs. All existing signing and striping within at least two hundred feet of the project limits shall also be shown.

6. Streetlighting Plan - The streetlighting plan shall include the location of proposed electroliers including offset from centerline and stationing, service point(s), pull boxes, conduit run showing wire size and length, wiring diagrams, and the mounting height and arm length of the proposed electrolier/pole assembly. The streetlighting plan shall be drawn on a separate sheet with a minimum scale of one (1) inch equals forty (40) feet, or as otherwise approved by the City Engineer.

7. Grading Plan - When required by the Grading Ordinance, a grading plan shall be prepared. The plan shall be drawn to scale and shall be of sufficient clarity to indicate the nature and extent of the work proposed. The plan shall also provide sufficient information to determine that the proposed work conforms to the provisions of the Grading Ordinances and regulations. The plans shall include, as a minimum, the following information:
a. The boundaries of the site and accurate contours of existing grades and details of terrain and drainage areas;
b. Dimensions, elevations, and finish contours to be achieved by the grading; c. Proposed elevations along the back of sidewalk at all grade breaks, and at the projected intersection of each side lot line or every hundred feet, whichever is less;
d. Locations, species, and sizes of heritage and significant trees, as defined by the Tree Preservation Ordinance adopted by the City Council, and temporary and permanent facilities to protect and ensure the preservation of said trees; e. All existing and proposed surface and subsurface drainage facilities including drain inlets, underground pipes, and surface swales and channels, and any 298
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other drainage improvements proposed to be constructed with, or as a part of the proposed work, together with proposed grades and slopes; f. Locations of existing and proposed buildings or structures on the site, including proposed pad and finished floor elevations; and
g. Existing grades and elevations of adjoining properties are adequate to define existing drainage patterns, the location of any buildings or structures on land of adjacent owners which are within fifteen feet of the property line, or which may be impacted by the proposed grading operations.
h. Separate Approval - The Developer, Design Consultant, or Contractor has the option to request approval of a grading plan for issuance of a grading permit prior to issuance of a building permit. The grading plan shall at a minimum contain the information listed above and will be reviewed and approved by the Development Engineering Division in accordance with the City’s Grading Ordinance. Upon approval, the grading plans will be stamped “Approved for Grading Only” by the Development Engineering Division of the Community Development Department and the Applicant will be issued a grading permit to proceed with grading of the proposed site. However, no construction in excess of grading will be permitted until approval of the public improvement plans has been obtained.
i. Grading Plan Certification - Performance securities submitted for issuance of the grading permits will not be released until the grades shown on the approved grading plans, whether they are subgrade elevations or finished grade elevations and all permanent erosion and stormwater control requirements have been installed and have been certified in writing by a California Registered Civil Engineer or Licensed Land Surveyor.

8. Landscaping and Irrigation Plans - Landscape and Irrigation Project Improvement Plans shall be prepared in accordance with the City Water Efficiency Landscape Ordinance (WELO) and the City Landscape Development Guidelines which is available on the City website. Plans shall be sufficiently detailed to show all landscaping and irrigation improvements in accordance with the City Landscape Development Guidelines. (City Landscape Development Guidelines) and a written project application per the requirements of the City Water Efficient Landscaping Application Package accompanying the landscaping and irrigation plans.

9. Other Plans - Other plans that may be incorporated in the public improvement plans include, but are not necessarily limited to retaining walls, decorative walls, or sound walls; joint utility trenches; temporary and permanent erosion control; specific road closure and detour; and traffic signal plans. The City Engineer on a case-by-case basis will establish specific requirements for these plans.

C. Site Development Plans - Site development plans shall be prepared for on-site commercial, industrial, multifamily residential, and single-family residential developments.
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1. Form of Site Development Plans - The following requirements apply to the form of Site Development Plans.
a. Plans shall be clearly and legibly drawn at horizontal scale of one (1) inch equals forty (40) feet, or as otherwise approved by the City Engineer. b. Existing and proposed building pad and finished floor elevations. In addition, the improvement plans shall include the existing or proposed top back of curb or sidewalk and crown of street elevations along the entire frontage of the proposed site at fifty (50) foot intervals and at the property boundaries of the site.
c. All existing and proposed on-site underground utilities including, but not necessarily limited to, water, sanitary sewer, and storm drainage including their connections to the public systems. This shall include the existing and proposed invert and rim elevations at all manholes, drain inlets, and catch basins.
d. All existing and proposed improvements within the street right-of-way including but not limited to sidewalk, curb and gutter, streetlights, traffic signals and controllers, fire hydrants, driveways, water laterals and meters, water backflow preventers, sanitary sewer services and clean-outs/sampling manholes, storm water catch basins, and any other public appurtenances. e. All on-site surface improvements including curbing, pavement, gutters, fencing, barrier walls, walkways, and access ramps, or other ADA-related facilities, with appropriate typical cross sections.
f. Individual lot and adjacent land drainage improvements including detention/ retention basins. Adjacent lot grades shall be shown for a minimum of twentyfive (25) feet from the project boundary with adequate detail to define existing drainage patterns.
g. Locations and widths of all existing and proposed driveways. h. Existing and proposed contours and grades, trees including species and size (existing only), wells, ditches, and other landmarks important to the construction of the proposed improvements or as required by the City Engineer.
i. Site plans for tenant improvements including projects involving minor modifications and/or additions to existing buildings, structures, surface improvements, and underground utilities shall also include:
i. Current Assessor’s parcel number of the subject parcel(s).

II. Owner information and street address of the proposed tenant improvement.
j. Design Engineer’s stamp and signature.
k. Required General Notes as listed below:
i. All public improvement construction shall conform to the City of West Sacramento Standard Specifications and shall be subject to a City encroachment permit.
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ii. All paving, underground water, sewer, and storm drain systems including their appurtenances within the building site property up to within five (5) feet of the building shall conform to the City of West Sacramento Standard Specifications and shall be inspected by the City Inspector, with the exception of underground fire lines located on the private side of the public fire backflow preventer.
iii. Work shall include replacement of all broken public sidewalk, curb, and gutter. Such work shall incorporate any applicable ADA standard requirement. This work should take place when there is no further need for encroachment of heavy equipment over walks and prior to City approval of the building for occupancy. The City Inspector will mark all broken curb, gutter and sidewalk for replacement upon request.
iv. The City Inspector will inspect the main water service tap and lateral, the domestic meter assembly and the domestic and fire backflow assemblies. v. Pavement design by a Soils (Geotechnical) Engineer shall be required. The minimum surface slope shall be one percent in any direction. Written certification of the finished pavement grade by a California Registered Civil Engineer or Licensed Land Surveyor, and certification of the structural section and compaction by a Geotechnical Engineer shall be required prior to the issuance of building permit final or a Certificate of Occupancy. vi. The Geotechnical Engineer shall be on-site to monitor all grading operations. The Geotechnical Engineer shall provide written certification that the site grading was performed in accordance with the Soils Report including a stamp with the Engineer’s registration number) prior to issuance of a Certificate of Occupancy.
vii. All utility work including electrical, gas, telephone, cable TV, internet service provider, and railroad work located within City right-of-way or easements shall be subject to an encroachment permit. Normally, the utility companies obtain separate permits for their work. It is the responsibility of the applicant to ensure that this has been done prior to beginning work.
viii. All underground facilities shall be located by the appropriate agencies prior to any excavation. This shall be initiated through Underground Service Alert (U.S.A.) by calling 811 or (800) 642-2444.
ix. The Contractor is responsible for temporary erosion control at all times.

Temporary erosion control shall consist of, but not be limited to, constructing such facilities and taking such measures as are necessary to prevent, control and abate water, mud, and erosion damage to public and private property as a result of the project in accordance with approved project Storm Water Pollution Prevention Plan (SWPPP) or Water Pollution Control Plan (WPCP). All such plans shall fully comply with the latest City Post Construction Standards Plan and the SWRCB General Permit for MS4 301
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(Phase II), stormwater requirements and Low Impact Development (LID) Best Management Practices. Please reference the State Water Resources Control Board Phase II Small MS4 Permit.
x. Such temporary erosion control features as are necessary to prevent damage during the entire construction process and shall be constructed and fully functioning. Mud and silt shall be settled out of the storm runoff before said runoff leaves the construction site or enters the City storm drain systems, or a natural channel. All improvement projects shall comply with all requirements and permits from the California Regional Water Quality Control Board (MS4 Permit) and the City’s Post Construction Standards Plan.
xi. Any water entering the sanitary sewer system to be constructed under the approved plans shall not be discharged to the existing sewer system. Plugs shall be installed in existing manholes as necessary to permit pumping the new system clear of water and debris prior to acceptance by the City. Care shall be exercised in locating plugs to avoid interrupting service to existing connections. Mechanical plugs or mortar and brick must be used. Inflatable devices are not allowed.
xii. Additional notes may be required by the Community Development Department Reviewer as part of the review and approval process. All required notes must be incorporated in the Improvements Plans as part of the approval process.

2.03 SUBMISSION OF IMPROVEMENT PLANS
The following are the procedures and requirements when submitting Improvement Plans to the City of West Sacramento for review and approval. Incomplete submittals will not be accepted.

Improvement Plans will be accepted only after the following conditions are met:

A. SUBDIVISION DEVELOPMENT IMPROVEMENTS PLAN SUBMITTAL - Development Rough Grading Plans or Improvement Plans may be submitted only after approval of the Tentative Map by the approving body and after the Conditions of Approval are available.

The Community Development Department Development Engineering Division (DE Division) shall act as the City lead agency in the submittal process for Development Improvement Plans. Upon approval of the Tentative Map, initial submittal packages shall be submitted directly to the DE Division.

The submittal packages shall be electronically submitted as a completed set of all required documents to the DE Division. Once the submittal has been deemed complete by the DE Division, the packets will be distributed by the DE Division to the 302
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appropriate departments. Each department will then review the Improvement Plans and forward comments to the DE Division. The time required for each Department’s review of the Improvement Plans is dependent on the department’s workload at the time of the submittal.

The Developer or their Engineer shall respond directly to the DE Division to address each Department’s comments. The City Engineer will not approve the Improvement Plans as complete until the DE Division and all other departments have accepted the Improvement Plans as complete and recommend approval. Construction will not be permitted to begin until this approval occurs.

B. ON-SITE DEVELOPMENT PLAN SUBMITTAL - On-Site Development Submittal including plans for commercial, industrial, and residential projects shall be submitted to the Permits Services Division of the Community Development Department. The submittal may be electronically submitted as part of a complete Building Permit Application package or may be electronically submitted prior to a Building Permit Application.

Once this submittal has been deemed complete by the Permit Services Division, the submittals will be distributed by the Permit Services Division to the DE Division and other appropriate departments. Each department will review the submittals and forward the comments to the Permit Services Division. Time required for each DE Division and each department’s review of the submittal, including improvement plans, is dependent on the department’s workload at the time of the submittal.

C. SUBMITTAL REQUIREMENTS FOR IMPROVEMENT PLANS - The following are the DE Division’s and Permit Services Division’s requirements for submittal of Public Improvement Plans for subdivisions, commercial, industrial, and residential projects.

All submittals are to be PDF electronic files. All Improvement Plans must be in black and white only and sized in accordance with Section 2.02 A. of this Section.

Temporary notes and revisions on the Improvement Plans may be in red during the review process. Final approved revisions shown on the “As-Built” Improvement Plans must be in black with clouds highlighting the approved revisions. Submittal reports, calculations, and other documents must be PDF files and may be in full color. If printed, the files shall be limited to eight and one half (8 1/2) inches by eleven (11) inches format and figures may not exceed eleven (11) inches by seventeen (17) inches.

If any report, document, or figure is larger than the above maximum dimension, the submittal files must include a separate attachment referenced to the appropriate document and should not exceed the Improvement Plan dimensions, unless prior approval is granted by the DE Division reviewer.

Each submittal shall include a PDF copy of the following:

1. One set of Public Improvement Plans.

2. An itemized Engineer’s cost estimate which incorporates City minimum unit costs for all improvements to be constructed within the public rights-of-way or easements, or any other improvements for which the DE Division or Permit Services Division provides plan check services (i.e., grading, roadway, water, 303
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sewer, and stormwater infrastructure). The cost estimate shall also include all public landscaping improvements, electrical systems, and erosion and sediment control measures. The cost estimate shall be separated by public improvements located within City rights-of-way or easements and private improvements located on-site on private property.

3. Payment of fifty percent of the plan check fee deposit. Fees are based on the Engineer’s cost estimate in accordance with the City’s established fee schedule.

The fee schedule may be found at this link (City Fee Schedule). The fee deposit is non-refundable.

4. One copy of the project Soils Report.

5. One copy of the project Drainage Report.

6. One copy of the applicable sanitary sewer calculations prepared in accordance with Division I, Section 5 of these Standard Specifications.

7. One copy of all required items outlined in the City Post Construction Standards Plan.

8. One copy of the approved Tentative Map (Subdivisions).

9. For projects with a total disturbed area of less than one acre; submit an erosion and sediment control plan in accordance with the City Post Construction Standards Plan. In lieu of providing a separate plan, this information may be shown on the Improvement Plans.

10. For projects which disturb equal to or greater than one acre; submit the State WDID associated with the project’s Storm Water Pollution Prevention Plan (SWPPP) along with a copy of the SWPPP. Ensure the WDID status is active and accessible within the State Water Resources Control Board’s SMARTS system.

11. A completed application for an industrial discharge permit (if required). Provided with this application shall be the estimated quantity and strength (in BOD, COD and Suspended Solids) of the average sanitary sewer flows from the project.

D. SUBMISSION OF ROUGH GRADING PLANS - Rough grading plans shall be submitted similar to the submission of Development Improvement described above. Submittal shall include:

1. One copy of the Project Rough Grading Plans;

2. One copy of project Soils Report;

3. One copy of project Drainage Report;

4. Grading Plan Application; and

5. Payment of fifty (50) percent of plan checking fees to be paid at the time of application submittal This deposit is non-refundable.

E. SUBMISSION OF ELECTRICAL DESIGN, LANDSCAPING, AND IRRIGATION PLANS - These improvement plan components shall be submitted when appropriate as part of the Capital or Development Improvement Plans similar to the minimum requirements of other portions of the Public Improvement Plans. Electrical design, landscaping, and irrigation plans shall be submitted with the first submittal of the Public Improvement Plans.
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The electrical design plans, landscape design plans, and irrigation plans shall be considered part of the Capital or Development Improvement Plans, and it is the responsibility of the Developer and the Consulting Engineer to ensure the design shown on all plan sheets are consistent and compatible.

2.04 SUBMISSION OF SOILS REPORT
A PDF copy of the Soils Report shall be submitted as specified herein. The analysis shall, at a minimum, include a map of the subject area showing proposed and existing streets, contours, and locations of the types of soils obtained. The results of all field data and laboratory test shall be included. Design for street sections shall be part of the report. Street structural section design shall include recommendations for natural subgrade, geotextile fabric, subbase, (lime treatment, permeable subbase and/or base, if applicable) and pavement compaction and thickness to achieve design strength. For commercial, industrial, and multifamily projects, the report shall contain recommendations for on-site pavement sections.

Traffic index values (TI) shall be in accordance with Section 3 of these Design Standards of the Standard Specifications. The Soils Report shall be signed and stamped by the Registered Geotechnical Engineer who prepared this report.

2.05 PLAN CHECKING FEES
A partial payment for plan checking fees shall be made at the initial plan submittal for public improvement and site development plans. This payment shall be equal to one-half of the estimated total amount of the plan check fee, in accordance with the fee schedule adopted by the City Council and is nonrefundable. The remaining balance of the fee shall be paid prior to plan approval by the City Engineer.

2.06 RESERVED

2.07 CITY REVIEW AND APPROVAL OF IMPROVEMENT PLANS
A. CITY REVIEW TIME

1. Following submittal of a complete application, as determined by the City Engineer, a minimum of twenty (20) working days shall be allowed for review of Development Improvement Plans and On-Site Development Improvement Plans.

Additional time may be required depending on the extent and nature of the improvements and the current workload of the DE Division staff. At the time plans are submitted, the submitting individual or firm may inquire if additional review time will be required.

B. ALTERATIONS TO PLANS

1. Should alterations or revisions be required to the improvement plans submitted, one redlined PDF electronic file copy will be returned to the Consulting Engineer 305
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with the required corrections indicated thereon. At such time as the Consulting Engineer has made the necessary revisions, the plans shall again be submitted as an electronic PDF file for checking. The corrected or “marked” set of plans prepared by the DE Division shall be returned with the plan resubmittal. If the plans being resubmitted contain revisions or alterations other than those required by the City Engineer on previous corrections, the Consulting Engineer shall bring those revisions or alterations to the attention of the City Engineer in writing.

2. If resubmitted plans do not contain corrections as shown on the previous “marked” set, or if the plans do not conform to these Standard Specifications or are not in keeping with the standards of the profession, the plans may be returned unmarked and unapproved. The Improvement Plans shall not be considered approved until the City Engineer has signed the plans in the approval block on the plans. On-Site development improvement plans shall not be considered approved until the City Engineer has stamped them “Approved” and all DE Division or Permit Service Division fees have been paid.

C. REVIEW BY OTHER AGENCIES

1. If proposed storm drain improvements are to be dedicated to a Reclamation District, or if any site improvements will affect Reclamation District facilities, the Consulting Engineer shall obtain approval of the Reclamation District prior to obtaining approval from the City Engineer. Reclamation District approval of Improvement Plans shall be indicated by the signature of an appropriate representative of the District on the title page.

2. Should the Development Improvement Plans be subject to review and approval or permitting by other regulatory agencies such as Caltrans, County, or other State or Federal agencies, written approval from these agencies shall be provided to the City Engineer on the Development Improvement Plan Title Sheet prior to plan approval by the City Engineer.

D. EXCEPTIONS

1. Excepted from approval are any features of the plans that are contrary to, in conflict with, or do not conform to these Design Standards, the Standard Construction Specifications, the Standard Details, any California State Law, City of West Sacramento Ordinance or Resolution, or generally accepted engineering practice, in keeping with the standards of the profession, even though such errors, omissions, or conflicts may have been overlooked by the DE Division.

2.08 REVISIONS TO CITY APPROVED PUBLIC IMPROVEMENT PLANS A. DEVELOPER REQUESTED CHANGES - Should changes to development improvement plans be requested during construction, the Consulting Engineer shall first obtain the consent of the City Engineer.

1. Procedure for obtaining approval by the City Engineer shall be as follows:
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a. The Consulting Engineer shall submit the proposed change as a PDF file with revisions shown in red.
b. Following review and approval by the City Engineer of the proposed change, the Consulting Engineer shall submit the current approved plan in an electronic PDF file highlighting the proposed change.
c. The City Engineer will indicate approval for the change by initialing the plans in the revision block.
d. Following return of the approved revised plan to the Consulting Engineer, the Consulting Engineer shall distribute the revised plan to all plan holders with notes describing the approved revision and a copy revised PDF plan sheet(s) to be inserted in all improvement plan sets.
e. The original approved proposed improvements shall not be eradicated from the plans but shall be lined out. Approved revisions shall be clouded or otherwise clearly identified, and a revision reference note be placed on the plans as indicted below.
f. In the event that eradicating the original approved improvements is necessary to maintain clarity of the plans, approval must first be obtained from the City Engineer.
g. The changes shall be clearly shown on the plans with the changes and approval by the City Engineer noted on a revision signature block. h. The changes shall be identified by the revision number in a triangle delineated on the plans adjacent to the change and on the revision signature block.

B. CHANGES REQUIRED BY CITY ENGINEER - The City Engineer may order changes in the plans in order to complete the necessary facilities or to conform to these Standard Specifications, or accepted engineering standards. The procedure for making changes in the plans ordered by the City Engineer shall conform to the above outlined process.

C. MINOR CHANGES - Minor changes during construction, which do not affect the basic design of the improvements, may be made upon the written authorization of the City Engineer without formally revising the plans. All minor changes shall be shown on record drawings submitted to the City upon project completion.

2.09 REVISIONS TO CITY APPROVED ON-SITE DEVELOPMENT IMPROVEMENT PLANS A. DEVELOPER REQUESTED CHANGES - Should changes to site development plans be requested during construction, the Developer/Contractor shall resubmit the affected plan sheets for approval by the City.

1. Procedure: Revisions to the plans shall be made in the following manner:
a. The Developer/Contractor shall submit the proposed changes to the improvement plans in a PDF file with revisions clouded and identified by a revision number in a triangle delineated on the plans adjacent to the change and on the revision signature block. The original proposed improvements shall not be eradicated from the plans but shall be lined out. In the event that 307
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eradicating the original proposed improvements is necessary to maintain clarity of the plans, approval must first be obtained from the DE Division. b. The revision shall be clouded and shall be identified by a revision number in a triangle delineated on the plans adjacent to the change and in the revision signature block.
c. The DE Division will review each individual revision for approval. Upon approval of the proposed revision by the DE Division and payment of applicable plan check and inspection fees, the Developer/Contractor shall receive one electronic PDF file copy of the approved revised plan sheet(s) all of which will be stamped “Revision Approved by the Community Development Department, Development Engineering Division.”
B. MINOR REVISIONS - Upon written approval by the City Engineer or the designated City representative, minor revisions may be identified on a record drawing to be submitted in an acceptable format prior to permit being finalized.

2.10 INSPECTION OF IMPROVEMENTS
A. COMMENCEMENT OF WORK

1. Public Improvement Plans and Development Improvement Plans for a Subdivision with an approved Final Map and Subdivision Improvement Agreement which have been signed by the City Engineer as approved constitute authority to work within City rights-of-way or easements. For all other projects, work within City rights-ofway or easements may be performed following the issuance of an encroachment permit by the Development Engineering Division of the Community Development Department.

2. The Contractor shall provide written notice to the City Inspector of the intent to begin construction at least forty-eight (48) hours prior to beginning construction.

A pre-construction meeting shall be held with the City prior to the beginning of construction. It shall be the responsibility of the Contractor to arrange this meeting.

B. GENERAL REQUIREMENTS

1. Any improvement proposed to be accepted by the City for ownership, maintenance, and/or operation responsibility shall be subject to inspection and testing by the City Engineer. The City Engineer will observe the progress and quality of the work and determine, in general, if the work is proceeding in accordance with the approved plans and these Standard Specifications. The City Engineer shall not be required to make comprehensive or continuous inspections to check the quality of the work, and shall not be responsible for construction means, methods, techniques, sequences, or procedures, or for safety precautions and programs in connection with the work. Visits and observations made by the City Engineer shall not relieve the Contractor of their obligation to conduct comprehensive inspections of the work and to furnish proper materials, labor, 308
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equipment, and tools, and perform acceptable work, and to provide adequate safety precautions, in conformance with the approved plans, applicable federal or state laws and regulations, and these Standard Specifications.

2. Whenever the Contractor varies the period during which work is carried on each day, the Contractor shall give due notice to the City Engineer so that proper City inspection may be provided. Any work done in the absence of the City Engineer or City Inspectors shall be subject to rejection. Work performed without inspection may be required to be removed and replaced under proper inspection and the entire cost of removal and replacing, including the cost of City-furnished materials used in the work, shall be borne by the Contractor, regardless of whether or not the work exposed is found to be defective.

3. Proper facilities for safe access for inspection to all parts of the work shall at all times be maintained by the Developer/Contractor for the necessary use of the City Engineer and other agents of the City, and agents of the federal, state, or local government agencies at all reasonable hours for inspection by such agencies to ascertain compliance with laws and regulations.

C. FINAL INSPECTION

1. Within ten (10) working days after receiving the request for final inspection from the Developer/Contractor, the City Engineer shall inspect the work. The Contractor shall correct defects or deficiencies in a diligent manner. At such time that the corrective work is complete, a second inspection shall be made by the City Engineer within ten (10) working days to determine if all work has been completed and the previously mentioned defects have been corrected and completed in accordance with the approved plans and these Standard Specifications. Any further inspections by the City Engineer to correct any remaining defects or deficiencies will be subject to additional inspection fees in accordance with the adopted City Fee Schedule. Not until all such work has been completed will the improvements be considered for acceptance.

D. OVERTIME INSPECTION SERVICES

1. Any inspection services performed beyond normal working hours, or on weekends or holidays, either at the request of the Developer/Contractor or at the discretion of the City Engineer, shall constitute overtime inspection work. Payment of fees in addition to the normal plan inspection fees shall be made for these services. The amount of the additional fees shall conform to the fee schedule for inspection fees as adopted by the City Council. If the overtime services are provided at the request of the Developer/Contractor, requests and payment shall be made at least fortyeight (48) hours in advance. Granting of the request to provide overtime inspection shall be at the sole discretion of the City Engineer and shall be subject to the availability of inspection personnel. In addition, payment of fees for overtime inspection services directed by the City Engineer shall be paid prior to acceptance of the work by the City.
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2.11 RECORD DRAWINGS PRIOR TO FORMAL ACCEPTANCE OF THE IMPROVEMENTS BY

THE CITY COUNCIL OR FINAL OF PERMITS
A. THE DEVELOPER/CONTRACTOR shall maintain a separate log of all approved deviations from the Public Improvement Plans and Development Improvement Plans.

This log must include the date of approval, a description of the change, and the City Inspector’s signature. Deviations must also be clearly annotated on the corresponding Record Drawings. All deviations must align with these Standard Specifications, the City Subdivision Ordinance, and the City of West Sacramento Digital Submission Policy.

2.12 ACCEPTANCE OF IMPROVEMENTS
A. GENERAL - No improvements will be accepted by the City until all improvements required of the Developer/Contractor,subdivision, or development project have been completed and approved by the City Engineer.

B. DEVELOPMENT IMPROVEMENT PLANS - Acceptance of improvements for which Development Improvement Plans were required will be signified by notification in writing from the City Engineer.

C. SITE DEVELOPMENT PLANS

1. Backflow Certification - All backflow prevention devices inspected by the City inspector shall be tested and approved by a certified tester on the latest “Backflow Testers List” published by the City’s Department of Public Works prior to any permit final or Certificate of Occupancy.

2. Pavement/Compaction Certification - The pavement structural section and compaction of base and subbase materials shall be verified in writing by a California Registered Geotechnical Engineer prior to any permit final or Certificate of Occupancy.

3. Lines and Grades Certification
a. Written certification that the lines and grades, including minimum pad elevations as appropriate, have been constructed to match those on the approved grading plan shall be received from a California Registered Civil Engineer or licensed Land Surveyor prior to any permit final or Certificate of Occupancy.
b. Performance bonds or other securities submitted for issuance of the grading permits will not be released until the grades shown on the approved grading plans, whether they are subgrade elevations or finished grade elevations, have been certified.

4. Utility Work Certification - Prior to acceptance of subdivision improvements by the City, the City Inspector must receive letters from each utility company indicating that all required utility work has been completed to the satisfaction of the utility company.

5. General
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a. Site Development
i. Acceptance of all improvements for which an encroachment, grading, onsite or any other permit was issued by the DE Division will be in writing from the City Inspector on the permit.
ii. The City Inspector’s signature on any or all site development engineering permits does not constitute automatic DE Division or Permit Services Division approval of a building permit final or a Certificate of Occupancy. b. Subdivision Improvements
i. Subdivision improvements shall be formally accepted by City Council upon satisfactory completion of all requirements.
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SECTION 3

STREET DESIGN

3.01 GENERAL
For purposes of geometric and structural design, streets shall be classified according to the following table. The City Engineer will determine the class of all proposed streets. Lane configurations, striping details, and related roadway layout information are provided in the City Standard Details. Any deviation from the following standards shall require the approval of the City Engineer. Street standard shown below in underlined bold italic print apply to streets located within the North Area, (except as modified within the Washington Specific Plan Area and the Bridge District Specific Plan Area – see Specific Plans for this information), all as shown on Table 3-1. Street Standards shown below in plain print apply to streets located within the Southport Area as shown in Table 3-1.

Table 3-1 - City Standard Details
Roadway
Class9
Right of
Way
(ft)
Curb Face
to Curb
Face
(ft)
Intersection
Face of Curb
Radius7
(ft)
Traffic
Index1
Median
Width
(ft)
Number
of Travel
Lanes
Bike Lane
Width4
(ft)
Minimum
Centerline
Radius2
(ft)
Sidewalk
Width3
(ft)
Minimum
Landscape
(ft)
Loop PkwyMaximum
(Minor/Major)8
136/
158 76/98 50 10 1613 4/6 8
4 1150 6 7.5
Loop PkwyMinimum
(Collector)
108 54 50 7 1613 2 8
4 800 6 7.5
Major Arterial (4
Lane / 6 Lane)
136/
158
76/
98 50 10 1613 4/6 8
4 1150 6 7.5
Major Arterial 89/
111
76/
98 min 50 10 1613 4 (min) 8
4 800 6 N/A
Minor Arterial
Minor Arterial
112
73 60
60 50
50 9
9 N/A
N/A
4 4
8 4
8 4
800
800
6 6

7.5 N/A
Res. Collector
(Back/Back Yard) 74 34 30 7 N/A 2 6 550 5 7.5
Res. Collector
(Back/Side Yard) 67 34 30 7 N/A 2 6 550 5 7.5
Res. Collector 45 34 30 7 N/A 2 6 250 5 N/A
Residential Local
Residential Local
60 45
34 34
25 25
7 7
N/A
N/A
2 2
N/A
N/A
250
250
5 5

7.5 N/A
Residential
Cul-de-sac 58 32 25 6 N/A 2 N/A 250 5 7.5
Residential
Cul-de-sac 43 32 25 6 N/A 2 N/A 250 5 N/A
Rural Roads5 50 2410 25 6 N/A 2 N/A 300 N/A N/A
Industrial
Collector9 68 56 50 10 N/A 3 N/A 800 5.5 N/A
Commercial /
Industrial Local9 56 44 50 10 N/A 2 N/A 600 5.5 N/A
Commercial /
Industrial Local9 56 44 50 10 N/A 2 N/A 600 5.5 N/A
Alley 20 2011 25 6 N/A 2 N/A 250 N/A N/A
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Figure 3-1 - City Street Standard Map
Notes for Table 3-1

1. The Traffic Index may be changed at the discretion of the City Engineer if traffic warrants a different value.

2. Actual design of horizontal curves shall be based on the design speed of the street as determined by the City Engineer. Use of expanded corners shall be limited to projected low volume residential, commercial, and industrial streets. Conditions where conformance to minimum horizontal centerline radius is not practical shall be subject to the approval of the City Engineer.

3. Sidewalk widths, where no landscape strip is adjacent to the curb, shall be measured from the back of curb to the other edge of the sidewalk for either rolled or vertical curbs, and shall not include width of the curb itself.

4. Bike lane width includes a six (6) foot wide striped lane measured from the face of curb. Minor arterial and higher roadway classifications shall be required to add a two-foot-wide striped buffer area next to the outside traffic lane and a green coating delineating the bike lane on the roadway pavement. Bikeway designs shall conform to the current edition of the State Highway Design Manual and the current edition of the City Bicycle, Pedestrian, and Trails Master Plan. Roadway classifications requiring bike lanes shall not allow on-street parking on both sides of the roadway, unless modified by the City Engineer or required within a City Specific Plan Area.

5. Rural roads may only be constructed when providing access to properties zoned Rural Residential, Rural Estates, Agricultural, or Planned Residential with a minimum one (1) acre lot size. Roads exceeding the limits for the Rural Road Standards shall be considered on a case-by-case basis.

6. Sidewalks shall be separated from the curb by a landscape parkway strip, except for streets located within the North Area as shown in Table 3-1 and all cul-de-sac bulbs and expanded corners, where they shall be adjacent to the curb. Sidewalks within industrial areas of Southport shall be adjacent to the curb.

7. An intersection curb return radius may be adjusted, at the discretion of the City Engineer, to accommodate traffic signal control equipment. Property line radius at intersections shall be consistent with streets on the opposite side of the intersection, or as otherwise approved by the City Engineer. Where unlike opposite classes of streets intersect a cross street, the largest curb return radius shall apply.

8. The Loop Parkway width and landscape treatment shall be reduced by five feet on each side of the street within Rural Residential and Rural Estate areas.

9. No on-street parking within 1, twenty (20) feet of a driveway; 2, twenty (20) feet of a vehicle approach side of any unmarked and marked crosswalk; 3, fifteen (15) feet of any crosswalk where a curb extension is present; and 4, fifteen (15) feet on either side of a fire hydrant.

10. Dimension is edge of pavement to opposite edge of pavement.

11. Curb and gutter may be replaced by valley gutter at centerline of the alley. In this case, the width shall be measured from edge of pavement to edge of pavement. The width shall be increased to 26’ where required to meet Fire Code requirements.

12. All public roadways shall include a twelve-and-one-half (12.5) foot Public Utility Easement (PUE) dedication on each side of the edge of the right-of-way unless otherwise modified by the City Engineer.

13. Place Pedestrian Safety Landings on median islands on the Loop Road, arterials, and collectors where raised medians exist. Mid-block crossings will be specifically identified and approved by the City Engineer.
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3.02 STRUCTURAL SECTION
A. FLEXIBLE PAVEMENT DESIGN - Street sections shall be calculated based on “R” values reported in the Soils or Geotechnical Report and obtained from material gathered from the level of the proposed subgrade using the State of California Department of Transportation design method and Traffic Indexes listed in Table 3-1. If subgrade has an “R” value of ten (10) or less, geotextile fabric shall be installed on subgrade prior to placement of Aggregate Base (AB), or Aggregate Subbase (ASB), material. In addition, the City Engineer may require the installation of edge drains in soils where the “R” value of the subgrade is ten (10) or less. The Soils (Geotechnical) Engineer may submit for treatment of the subgrade material with lime or cement if suitable soils exist. This may be considered in lieu of geotextile fabric with written approval from the City Engineer. Private roads are to be constructed using public road standards.

B. RIGID PAVEMENT DESIGN - Rigid pavement shall be Portland cement concrete over cement treated base, aggregate base, or native subgrade as detailed in the project Soils Report. Portland cement concrete roadways shall be designed and constructed with the Portland cement concrete mix described in the City Standard Construction Specifications. Unless otherwise provided in the Soil Report, the minimum pavement thickness shall be determined by the City Engineer. Private roads are to be constructed using public road standards. Rigid pavement surface treatments shall be as indicted in Table 3-2 below:

Table 3-2 - Rigid Pavement Surface Treatment
Roadway Designation
Minimum
Traffic
Index
PCC Pavement
Surface Treatment
Residential Cul-de Sac,
Rural Road & Alley 6
Trowel &
Broom Finish
Residential Local, Residential Collector & Loop
Parkway Collector 7
Trowel &
Broom Finish
Commercial / Industrial Local & Collector
Minor Arterial and Higher-Level Roadway 9 & 10
Travel Lanes: Diamond
Grind
Bike Lanes: Trowel &
Broom Finish
Note: Pavement grinding shall be in accordance with State Standard Specifications Section 42-3.

3.03 OPEN TRENCHING
A. PERMIT REQUIRED - All pavement removal, open trenching, and potholing within City rights-of-way or easements shall be subject to a City encroachment permit. A City encroachment permit must be obtained prior to start of any construction activity within the City rights-of-ways or easements.
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B. MORATORIUM - Open trenching shall be prohibited on all newly paved or newly overlaid streets or reconstructed streets for a period of three (3) years unless approved by the City Engineer. Potholing, bore pits and adding service laterals in these prohibited areas shall only be allowed upon prior approval of the City Engineer.

If permitted, special pavement restoration requirements shall be imposed on a case by case basis at the discretion of the City Engineer. For a complete list of streets currently under moratorium, please consult the City Capital Projects Department.

C. TRENCH AND POTHOLE BACKFILL - Open trenches and potholes within City right-ofway shall be backfilled and compacted per Standard Details 110 through 115 of the Standard Details. Slurry backfill of potholes may be permitted with prior approval by the City Engineer.

D. DRY UTILITY CONSTRUCTION - Dry utilities shall be placed to avoid utility conflicts, with sufficient depth and horizontal separation from other utilities, as approved by the City Engineer. Use of joint trenches are preferred for major dry utility improvements. Cover for dry utilities shall be a minimum of sixty (60) inches unless approved by the City Engineer. Trenchless utility construction will only be allowed upon submittal of a detailed construction plan for utility installation and approval by the City Engineer. Potholing of existing utilities located within the path of the trenchless construction shall be conducted, by permit, and results shown on the construction plan.

E. EXISTING FACILITIES IMPACTED BY TRENCH WORK - Existing signs, striping, pavement markings, legends, guardrails, markers, trees, shrubs, fences, walks, steps, etc., that are disturbed shall be replaced and restored to their original condition or better, to the satisfaction of the City of West Sacramento. Final replacement or restoration shall occur within ten (10) calendar days of backfill.

F. PROTECTION OF EXISTING TREES - No open trenching or boring shall occur within the drip line of any existing trees without a City tree permit.

3.04 PARTIAL STREETS
A. ALLOWANCES - At the discretion of the City Engineer, partial streets may be permitted along the boundary of a subdivision or other private development where the full rightof-way cannot be dedicated. When permitted, the developer shall, as a minimum, dedicate sufficient right-of-way and construct a full half street section for the appropriate class of street indicated above along the frontage of the development and ten (10) foot wide paved roadway with four (4) foot wide gravel shoulder along the opposite side. Construction of partial streets shall be limited to residential streets only.

3.05 PRIVATE ROADS
A. Private roads shall be designed and constructed in conformance with these Standards
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3.06 GEOMETRICS
A. INTERSECTION SPACING - All streets shall intersect at or as near right angles as is practicable. The centerlines of streets that intersect on opposite sides of another street shall coincide, or the offset distance between the intersecting streets shall equal or exceed five hundred (500) feet for arterials and Loop Parkway roadways. The distance between intersections for all other streets, centerline to centerline, shall be at least two hundred (200) feet with one exception. This exception is when a residential local street intersects a collector street where the intersection has no more than three (3) legs, the first intersection on the residential local street may not be less than one hundred fifty (150) feet, centerline to centerline, from the collector to the next residential local street or residential cul-de-sac.

B. CURVE DATA REQUIREMENTS - Curve data for street centerline, right-of-way, and face of curb alignment shall be tabulated in a box shown on the improvement plans.

Centerline curve data shall include curve length, delta, tangent, curve number, and radius.

C. GUTTER SLOPE - Gutter flow line grades shall have a minimum slope of thirty-two ten thousandths (0.0032) ft/ft. Maximum grades shall be determined by the City Engineer on a case-by-case basis.

D. CROSS SLOPE - Cross slope on all streets shall be as shown on the Standard Details.

Any deviation from these standard cross slopes shall be subject to the approval of the City Engineer. For new construction, the maximum cross slope shall be two (2) percent. For reconstruction projects, the maximum cross slope may be increased to three (3) percent with special approval by the City Engineer. Minimum cross slope shall not be less than one (1) percent unless otherwise approved by the City Engineer.

E. LONGITUDINAL SLOPE - The grade of a fire apparatus access road shall be a maximum of 12 percent. The first ten feet of approach and departure for fire apparatus access roads shall have a maximum grade of 8.5 percent.

F. VERTICAL CURVES - The minimum vertical curve length allowable at the intersection of two grades that exceed two (2) percent shall be fifty (50) feet. Actual design of the vertical curve shall be based on the design speed of the street and stopping sight distance and shall conform to the State Highway Design Manual Section 204.4 unless otherwise specifically approved by the City Engineer. However, vertical curves may be omitted where the algebraic difference in grades does not exceed two (2) percent.

G. STOPPING SIGHT DISTANCE - The minimum stopping sight distance over any segment of the roadway on any street shall conform to the State Highway Design Manual unless otherwise specifically approved by the City Engineer. No obstructions shall be located closer than twenty-five (25) feet from the intersection of the right-of-way line extensions unless specifically approved by the City Engineer. 317
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H. DEAD END LENGTH - Except for rural roads, all new residential, commercial, and industrial cul-de-sacs may not exceed six hundred (600) feet in length as measured from the centerline of the intersecting street to the radius point of the cul-de-sac bulb.

For rural roads serving any parcel with a gross area between one (1) and four-point ninety-nine (4.99) acres, dead end lengths may not exceed one thousand three hundred twenty (1,320) feet in length as measured from the centerline of the intersecting street to the radius point of the cul-de-sac bulb.

For rural roads serving any parcel with a gross area equal or greater than five (5) acres, dead end lengths may not exceed two thousand six hundred forty (2,640) feet in length as measured from the centerline of the intersecting street to the radius point of the cul-de-sac bulb.

Turnarounds (cul-de-sac bulbs) shall be provided on any dead-end road in excess of one hundred fifty (150) feet in length as measured from the centerline of the intersecting street. The cul-de-sac radius and bulb transition geometrics shall be as shown on the Standard Details.

I. ADDITIONAL LANES - At intersections, additional right-of-way or reduction of landscaping within the median or adjacent to the right-of-way boundary may be required to accommodate additional left turn, right turn, or through lanes.

3.07 APPURTENANCES
A. DRIVEWAYS - For the purposes of the following, driveway widths do not include width of transitions, and the top of driveway transition constitutes the edge of driveway.

Driveways shall not exceed 150 feet in length, at which point they shall be considered emergency access roads and meet the requirements of Section 3.06 K of this Section.

1. No driveway, including sidewalk/curb transitions, shall be permitted within five (5) feet of a property line on multi-family and commercial properties. Driveway locations for single family property, including sidewalk/curb transitions, shall not be permitted within two (2) feet of a property line unless a property fronts on a cul-de-sac bulb in which case a driveway may be constructed up to the property line. Special consideration by the City Engineer may be given for unusual circumstances.

2. The minimum width for single family residential and duplex driveways shall be ten (10) feet. The maximum driveway width shall be thirty (30) feet. If the length of the private driveway is greater than one hundred fifty (150) feet, driveway design shall comply with the requirements of the latest edition of the California Fire Code.

3. The minimum width for two-way commercial, industrial, and multi-family residential driveways shall be twenty (20) feet. For non-residential one-way driveways, the minimum width shall be ten (10) feet. The maximum driveway width shall be forty-five (45) feet.
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4. The minimum distance between driveways serving the same parcel shall not be less than twenty-one (21) feet as measured along the face of curb from the near edges of the top of driveway transitions.

5. Not more than forty (40) percent of the frontage of any parcel shall be occupied by driveways except on cul-de-sac bulbs and expanded corners.

6. The design of driveways shall conform to the Standard Details.

7. The maximum number of driveways for any parcel shall conform to the following*:

Table 3-3 - Maximum Number of Driveways per Parcel
Street Frontage Length (feet)** Maximum No. of Driveways Up to 100 One
101 to 400 Two
Over 400 More than two shall be subject to
approval by the City Engineer
Notes for Table 3-3
* With special approval by the City Engineer, the maximum number of driveways may be increased by one to provide a secondary, accessory driveway for ADU access or RV parking per the Zoning Ordinance and if on-site parking is provided behind the building setback line. The design of such driveways shall comply with the Standard Details. Driveways shall be located such that a twentyone (21) foot minimum on-street parking area is maintained across the property frontage on the street. Measurement shall be from top of driveway transition to top of driveway transition. ** For corner lots, street frontage length shall be measured as the sum of all continuous street frontage.

8. No residential driveway access shall be allowed on any major or minor arterial street or on Southport Area collector streets.

9. On commercial, industrial, and arterial streets located in the North Area as shown on Figure 3-1, driveways shall be located at least seventy-five (75) feet from all intersections, as measured from the projected near face of curb line of the intersecting street. On commercial and industrial streets located in the Southport Area, driveways shall be located at least one hundred fifty (150) feet from all intersections, measured likewise. If physical constraints or other conditions exist which, in the judgment of the City Engineer make it impractical to meet these standards, then driveways may be located closer to the intersection provided that measures are taken to prohibit or reduce left turn movements in and out of the driveway. For all other streets, driveways shall be located as far away from intersections as is practicable and as determined by the City Engineer.

10. Driveways entering rural roads shall be provided with a minimum twelve (12) inch culvert under the driveway where roadside ditches exist (see Division I, Section

4.08). The design of rural driveways, including the profile grade, shall be subject to the approval of the City Engineer.

11. Right Turn Deceleration/Acceleration Lanes for Driveways: If such lanes are required for specific development projects, such requirements shall be provided by the City Engineer on a case-by-case basis.
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12. Left Turn Deceleration/Acceleration Lanes for Driveways: If such lanes are required for specific development projects, such requirements shall be provided by the City Engineer on a case-by-case basis.

B. BUS TURNOUTS - Bus turnouts shall be provided at the intersection of all arterial streets, and at all other locations directed by the City Engineer. Space for bus turnouts shall be provided outside of the travel lane and shoulder of the roadway. The design of bus turnouts shall comply with the City Standard Specifications, including Standard Detail #261, or as required by the City Engineer or the local or regional transit authority.

C. PARKING - For all single-family parcels, at least one on-street parking space, twentyone (21) feet in length measured along the face of curb, shall be provided for each single-family lot along the street frontage of the lot. The parking space shall not encroach within any driveway, including the driveway transitions. This requirement does not apply to cul-de-sac bulbs, where a single-family parcel is not adjacent to the street frontage, expanded corner bulbs, or where the on-street parking space would be within twenty (20) feet of a marked or unmarked crosswalk. Parking spaces shall not be considered in any way for the exclusive use or under the control of the parcel.

All curbs within twenty (20) feet of a marked or unmarked crosswalk or within fifteen (15) feet of any crosswalk where a curb extension is present shall be posted as a no parking zone with signs in accordance with CAMUTCD standards.

D. VALLEY GUTTERS - With the exception of public alleys, valley gutters will not be allowed within the public right-of-way or public easement unless otherwise approved by the City Engineer.

E. SIDEWALKS, CURBS, AND GUTTERS

1. Sidewalk widths and landscape parkway strips shall comply with Table 3.01. Wider and/or separated sidewalks may be required by the City Engineer in certain situations or required by approved City Specific Plans.

2. The design of sidewalks, curbs and gutters shall conform to the Standard Details, or as required by the City Engineer. Sidewalks are required on both sides of all streets.

3. ADA compliant accessible ramps shall be installed at the center of curb returns at all intersections, and at all other locations specified by the City Engineer.

4. Projections of side yard lot lines shall be clearly marked with a “+” chiseled or sawcut in the concrete at the top edge of the back of sidewalk.

5. All new streets, including residential streets, shall be constructed with vertical curb and gutter conforming to the Standard Details.

Type “A” curb or Median and Barrier curb shall be used for median islands. Type “B” curbs and AC dikes shall be limited to on-site installation outside of the public ROW unless otherwise approved by the City Engineer.

6. For retrofit sidewalk construction, any existing improvements located in the sidewalk area including, but not necessarily limited to, joint poles, fire hydrants, 320
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streetlights, meter boxes, and utility vaults shall be relocated to the back of sidewalk unless otherwise approved by the City Engineer.

F. SURVEY MONUMENTS

1. Survey monuments shall be installed at the following locations:
a. On the public street centerline at intersections, at the beginning and end of all curves, and at the centerline radius of all cul-de-sac bulbs and expanded corners. b. At intersections of the subdivision boundary with public street centerlines. c. At any other locations it is necessary to enable the subdivision boundaries to be retraced or re-established as determined by the City Engineer.

2. All monuments within the street right-of-way shall conform to the Standard Details and shall clearly show the registration number of the CA Registered Civil Engineer or Land Surveyor under whose responsible direction the monuments are placed. All monuments placed shall be recorded with the County of Yolo as a Record of Survey map or other appropriate legal document and a copy of the recorded document provided to the City Engineer. All existing monuments shall be protected and noted on the plans for protection.

G. SIGNING, STRIPING, AND BARRICADES

1. Street name signs and all regulatory and warning signs shall be installed by the developer at their expense.

2. Permanent barricades shall be installed where improvements cover only a portion of the ultimate development or as directed by the City Engineer. The barricade shall be constructed, erected, painted, and signed in accordance with the Standard Details.

3. All striping and pavement markings shall be thermoplastic unless otherwise specified by the City Engineer.

H. EASEMENTS - Public utility, sewer, water, drainage, landscaping, fence, sound walls, and all other public easements shall be located as required by the City or utility companies, these Design Standards, and as directed by the City Engineer.

I. STREETSCAPES - Median sections four (4) feet or less shall be paved or filled with materials subject to approval of the City Engineer. The remainder of the median shall be landscaped with low maintenance drought tolerant landscaping and medium to large canopy shade trees consistent with the City’s Landscape Development Guidelines (Landscape Guidelines). Other Streetscape improvements required by Approved City Specific Plans for projects within their designated areas, shall be included in the Public Improvement Plans and constructed as part of the proposed project and consistent with the City’s Landscape Design Guidelines.

J. BIKE LANES - On-street bike lanes are required on all arterials and collectors located Citywide as outlined in the Standard Details and on streets identified within the most current City Bikeway, Pedestrian, and Trails Master Plan. The minimum width of bike lanes shall be in accordance with Table 3-1. Bike lane width requirements may increase resulting from design speed as determined by the City Engineer. (Bikeways and Trail Plan)
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K. EMERGENCY ACCESS
B. Except for rural roads, at least two connections with an existing, improved public street, or with a future street extension approved by the City, shall be provided for all proposed roadways, except when the dead-end length of the roadway does not exceed six hundred (600) feet.

For rural roads, at least two (2) connections with an existing, improved public street, or with a future street extension approved by the City, shall be provided for all proposed roadways, except when the dead-end length of the roadway does not exceed the maximum lengths specified in Section 3.06H of these Design Standards, and when no more than thirty (30) residences are to be served by the road. When more than thirty (30) residences are to be served by the road, the maximum dead-end length of the roadway shall not exceed six hundred (600) feet unless otherwise required by the City Fire Department or City Engineer.

2. When the secondary access is to be provided with a future street extension, then a temporary emergency access road or acceptable alternative shall be required as determined by the City Engineer and the City Fire Department.

Temporary emergency access roads shall have a minimum paved width of twenty feet (20) and have a minimum structural section of two (2) inches AC over four (4) inches AB. An access gate and Knox lock or other locking devices may be required on gates per the City Engineer and the City Fire Department. Gates shall be provided at all points of access to public streets as approved by the City Engineer and the City Fire Department. Gate width and configuration will be set by City Fire Department. Said roads shall be contained within an emergency access easement.

Emergency access roads shall have the following minimum paved widths and turnarounds:

Length Width Turnaround Required
0’ -150’ 20’ None Required
151’ - 500’ 20’ Required
501’ or greater 26’ Required
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SECTION 4

STORM DRAINAGE

4.01 GENERAL
These Design Standards shall provide minimum requirements for the design of storm drainage and related appurtenances within the City of West Sacramento rights-of-way and easements. Design criteria of proposed improvements not included in these standards shall be subject to the approval of the City Engineer.

Specific documents to be referenced when preparing and completing the required hydrology and hydromodification calculations shall follow the document requirements:

A. CITY OF WEST SACRAMENTO STORM WATER/Storm Drainage Master Plan Update, (SD/SW MP), April 2022 or latest approved update. (Storm Water/Storm Drainage Master Plan Update)
B. YOLO COUNTY CITY/County Drainage Manual, Revised 2010 or latest approved update. (Drainage Manual)
C. SACRAMENTO CITY/County Drainage Manual. Hydrology Standards, Volume II, December 1996 or latest approved update. (Hydrology Standards) D. CITY OF WEST SACRAMENTO Post-Construction Standards Plan, 2014 or latest approved update. (Post Construction Standards Plan)

4.02 HYDROLOGY AND HYDROMODIFICATION
A. GENERAL HYDROLOGY CALCULATIONS

1. The methods and storm recurrence intervals indicated below shall be used in determination of runoff quantities, assuming ultimate development of the upstream watershed.

2. Hydrologic calculations shall be submitted to the City Engineer along with watershed maps, which indicate area distributions within the watershed and other information pertinent to the determination of storm runoff.

3. Drainage facilities to be located within the City shall be designed in accordance with the SD/SW MP, April 2022, or the latest edition.

4. These standards assume two categories of drainage facilities:

Type 1 Drainage Facilities Storm Analysis Method
Channels 100-yr HEC-HMS
Culverts with associated channels 100-yr HEC-HMS
Bridges 100-yr HEC-HMS
Detention ponds 100-yr HEC-HMS
Drainage pump stations 100-yr HEC-HMS
Pipe Systems (large, for areas > 160 acres) 100-yr HEC-HMS Overland Conveyance Systems (for areas < 160 acres) 100-yr Simplified 100-yr 323
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Type 2 Drainage Facilities (for areas < 160 acres) Storm Analysis Method Roadside ditches 10-yr, 100-yr 10-yr Peak,
Simplified 100-yr
Culverts associated with roadside ditches 10-yr, 100-yr 10-yr Peak, Simplified 100-yr
Pipe Systems (small) 10-yr, 100-yr 10-yr Peak,
Simplified 100-yr
B. DESIGN CRITERIA

1. The Simplified 100-Year Method
a. The Simplified 100-Year Method shall be used assuming a hundred-year (100-yr, 24-hr) storm event in the design of Type 1 Overland Conveyance Facilities for areas one-hundred-sixty (160) acres or less. At the discretion of the City Engineer, these facilities shall also be evaluated assuming a 10- year storm event.
b. Computational Procedure Utilizing Simplified 100-Year Method i. Delineate the subbasin contributing drainage to the point or node of interest.
ii. Calculate the Simplified 100-Year Method peak design flow using the equations below or read the Simplified 100-Year Method peak design flow from Chart A.

QDesign100 =3.1604A 0.7745
Where:

QDesign100 = peak flow (cfs)
A = cumulative drainage area (acres)

2. The HEC-HMS Method
a. The HEC-HMS Method shall be applied in areas where storm volume (detention, storage and pumping) and/or dynamic tailwater conditions exist that invalidate peak-flow base evaluations. Under such dynamic flow conditions, this computer program or other comparable program shall be used at the design engineer’s discretion. A copy of the HEC-HMS program is available online at the website for the Hydrologic Engineering Center in Davis, California (Hydrologic Engineering Center).
b. Computational Procedure prior to Utilizing HEC-HMS.
i. Delineate the subbasin contributing drainage to the point or node of interest.
ii. Identify the area, by land use, within the subbasin. iii. Determine the percentage impervious for the various land uses within the subbasin in accordance with Table 4-1.
iv. Calculate an area-weighted effective percent impervious for the subbasin.
v. Determine the Basin “n” for the various land uses within the subbasin in accordance with Table 4-4.
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vi. Calculate an area-weighted Basin “n” for the subbasin. vii. Determine the hydrologic soils groups and associated uniform infiltration rates for the various land uses within the subbasin in accordance with Table 4-3.
viii. Calculate an area-weighted uniform infiltration rate for the subbasin. ix. Determine the initial loss based upon the storm recurrence in accordance with Table 4-2.
x. Determine the lag multiplication factor for overland release based upon the storm recurrence in accordance with Table 4-5. xi. Determine the subbasin lag time based upon the following equation:

Lg = 1560nf(LLc/S0.5)

0.33 Where:

Lg = Lag time (minutes)
L = Length of longest watercourse, measured as
approximately 90% of the distance from the point of
interest to the headwater divide of the basin (miles).

LLc = Length along the longest watercourse measured
upstream from the point of interest to a point close to the centroid of the basin (miles)
S = Slope of 90% of the longest watercourse between the headwaters and concentration point, (ft/mi).
n = Basin “n” from Table 4-4
f = Lag frequency factor from Table 4-5 to account for flows exceeding pipe capacities causing temporary flooding in streets and thereby increasing lag times.
xii. Refer to SD/SW MP Appendix B for design rainfall.

3. Unsteady State Conditions
a. Where unsteady state conditions exist, using an unsteady state model such as HEC RAS may be necessary to design “Type 1 drainage facilities” in lieu of the Simplified 100-Year Method. When HEC RAS is used to evaluate flooding, runoff hydrographs used within HEC-RAS should be developed using HEC-HMS or other methods as approved by the City Engineer.

4. The “10-Year Peak Method”
a. The “10-Year Peak Method” shall be used in the design of Type 2 Drainage Facilities, for areas less than or equal to one-hundred-sixty (160) acres, except for overland conveyance systems which are based on 100-year flow. Generally, larger acreage development is more interdependent, draining into detention basins with dynamic tailwater conditions, requiring more complex analysis. However, infill areas less than one-hundred-sixty (160) acres in size that are tributary to existing pipe networks and are only constructing storm drains and overland release through streets, a simplified procedure has been developed for sizing storm drains. This simplified procedure is based on peak flow/conveyance only, and assuming circular reinforced concrete storm drainage pipes with a design 325
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“n” value of 0.015. Alternative pipe materials with higher “n” values will require more detailed analysis.
b. The 10-Year Design Charts included herein as Chart B and Chart C establish the parameters for sizing storm drains and conveyance facilities serving areas of one-hundred-sixty (160) acres or less. The 10-Year Peak Method is consistent with the dynamic 10-Year peak flow conditions in the City of West Sacramento using Yolo County rainfall when development is present. c. Computational Procedure
i. Contact the City Engineer to obtain the downstream hydraulic grade line (HGL) at the tie-in point to the system, to use as the starting conditions for upstream analysis. Assume full-flow conditions exist at the downstream end of the first conveyance facility being sized. Verify with the City Engineer that the proposed development is consistent with the City’s master planning and sufficiently mitigated downstream through downstream detention and pumping.
ii. Delineate the subbasin contributing drainage to the point or node of interest.
iii. Find the point on the curve corresponding to the estimated 10-Year peak flow from Chart B based on the drainage area from Step 2. iv. Determine the physical longitudinal design slope (vertical ft/horizontal ft) of the drainage facility being sized, based on the site design grading constraints.
v. For storm drainpipe sizing, go to Chart C and locate the point on the chart corresponding to the 10-year peak flow from Step 3 and the physical design (pipe) slope from Step 4. Move down vertically from this point until the next closest line is reached, corresponding to the minimum design pipe size.

For designing a collection network of pipes, begin at the downstream end of the proposed system and work upstream for sizing tributary pipes. If connecting to an existing pipe diameter (downstream) that is smaller in diameter than the calculated diameter from the above procedure, the proposed pipe must be installed with a steeper slope, to match the existing pipe diameter. To determine the minimum required slope, move up on Chart C along the peak flow line to identify the required slope by selecting the line corresponding to the downstream pipe diameter. If using the required pipe size with a steeper slope is not feasible, consult with the City Engineer for alternatives that may involve dynamic analysis and onsite detention/pumping.
vi. For Type 2 Drainage Facilities that are not pipes, use the Manning’s equation or a peak flow hydraulic computation program similar to 326
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Bentley Flowmaster® to establish hydraulic conditions consistent with section 4.03.

C. STORMWATER QUALITY - The Federal Clean Water Act provides regulations to manage stormwater discharges from new development and redevelopment projects. The Clean Water Act delegates authority to the States to issue National Pollutant Discharge Elimination System (NPDES) for discharges of stormwater to the Waters of the U.S. Small municipalities, like West Sacramento, are required to obtain coverage under the Phase II General NPDES Permit for Municipal Separate Stormwater & Sewer Systems (MS4).

Phase II MS4 Municipalities are required to implement stormwater programs.

The Post-Construction Standards Plan, latest approved edition provides guidance for stormwater design measures. Stormwater treatment design must comply with the latest version of this document and latest state Phase II MS4 permit.

Table 4-1 - Effective Percent Impervious by Land Use
Land Use Description Effective Percent Impervious
Rural Estates 10
Rural Residential 15
Low Density Residential 55
Medium Density Residential 65
High Density Residential 70
High Rise Residential 80
Neighborhood Commercial 90
Community Commercial 90
Highway Service Commercial 90
Water-related Commercial 90
General Commercial 90
Office 90
Business Park 90
Neighborhood Mixed Use 80
Riverfront Mixed Use 90
Mixed Commercial/Industrial 85
Light Industrial 85
Heavy Industrial 85
Water-related Industrial 85
Public/Quasi-public 50
Recreation and Park 5
Open Space 2
Agriculture 2
Source: Sacramento City/County Drainage Manual, Hydrology Standards, Volume II, December 1996.
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Table 4-2 - Initial Loss by Recurrence Interval
Recurrence Interval Loss, in.
2 0.40
5 0.25
10 0.20
25 0.15
50 0.12
100 0.10
200 0.08
500 0.06
Source: Sacramento City/County Drainage Manual, Hydrology Standards, Volume II, December 1996.

Table 4-3 - Infiltration Rates by Land Use and Hydrologic Soil Group Infiltration Rate, in/hr
Land Use Description
Effective
Percent
Impervious Soil Group B Soil Group C Soil Group D
Rural Estates 10 0.18 0.10 0.07
Rural Residential 15 0.18 0.10 0.07
Low Density Residential 55 0.18 0.10 0.07
Medium Density Residential 65 0.18 0.10 0.07
High Density Residential 70 0.17 0.09 0.06
High Rise Residential 80 0.16 0.08 0.05
Neighborhood Commercial 90 0.14 0.07 0.04
Community Commercial 90 0.14 0.07 0.04
Highway Service Commercial 90 0.14 0.07 0.04
Water-related Commercial 90 0.14 0.07 0.04
General Commercial 90 0.14 0.07 0.04
Office 90 0.14 0.07 0.04
Business Park 90 0.14 0.07 0.04
Neighborhood Mixed Use 80 0.18 0.10 0.07
Riverfront Mixed Use 90 0.14 0.07 0.04
Mixed Commercial/Industrial 85 0.17 0.09 0.06
Light Industrial 85 0.17 0.09 0.06
Heavy Industrial 85 0.17 0.09 0.06
Water-related Industrial 85 0.17 0.09 0.06
Public/Quasi-public 50 0.19 0.11 0.75
Recreation and Park 5 0.16 0.09 0.07
Open Space 2 0.18 0.10 0.07
Agriculture 2 0.18 0.10 0.07
Sources: 1. Sacramento City/County Drainage Manual, Hydrology Standards, Volume II, December 1993.

2. Modifications in accordance with communications with Sacramento County Water Resources Division staff, August 12, 1994.
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Table 4-4 - Basin “n” for Unit Hydrograph Lag Equation by Land Use and Effective Percent Impervious
Basin "n" Sacramento County
Land Use Description
Effective
Percent
Impervious
Developed
Pipe/Channel
Undeveloped
Channel
Rural Estates 10 0.060 0.100
Rural Residential 15 0.056 0.096
Low Density Residential 55 0.046 0.088
Medium Density Residential 65 0.042 0.084
High Density Residential 70 0.035 0.073
High Rise Residential 80 0.032 0.070
Neighborhood Commercial 90 0.032 0.070
Community Commercial 90 0.032 0.070
Highway Service Commercial 90 0.032 0.070
Water-related Commercial 90 0.032 0.070
General Commercial 90 0.032 0.070
Office 90 0.032 0.070
Business Park 90 0.032 0.070
Neighborhood Mixed Use 80 0.037 0.076
Riverfront Mixed Use 90 0.037 0.076
Mixed Commercial/Industrial 85 0.032 0.070
Light Industrial 85 0.032 0.070
Heavy Industrial 85 0.032 0.070
Water-related Industrial 85 0.032 0.070
Public/Quasi-public 50 0.040 0.080
Recreation and Park 5 0.065 0.110
Open Space 2 0.075 0.120
Agriculture 2 0.075 0.120
Source: Sacramento City/County Drainage Manual, Hydrology Standards, Volume II, December 1993.

Table 4-5 - Lag Multiplication Factors for Overland Release Frequency,
Years 2 5 10 25 50 100 200 500
Multiplication
Factor1

1.0 1.0 1.0 1.1 1.2 1.3 1.4 1.5
1 Lag multiplication factors to be applied to the lag times for developed piped areas with overland release.

Source: Sacramento City/County Drainage Manual, Hydrology Standards, Volume II, December 1996. 329
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Table 4-6 - Manning’s “n” By Conveyance System Type
Conveyance Type Manning's "n"
Concrete Pipe 0.015
Corrugated Metal Pipe 0.024
Concrete-lined Channels 0.015
Earth Channel (Straight/Smooth) 0.022
Earth Channel (Dredged) 0.028
Mowed Grass-lined Channel 0.035
Natural Channel (Clean/Some Pools) 0.040
Natural Channel (Winding/Some Vegetation) 0.048
Natural Channel (Winding/Stoney/Partial
Vegetation) 0.060
Natural Channel (Debris/Pools/Rocks/Full
Vegetation) 0.070
Floodplain (Isolated Trees/Mowed Grass) 0.040
Floodplain (Isolated Trees/High Grass) 0.050
Floodplain (Few Trees/Shrubs/Weeds) 0.080
Floodplain (Scattered Trees/Shrubs) 0.120
Floodplain (Numerous Trees/Dense Vines) 0.200
Source: Sacramento City/County Drainage Manual, Hydrology Standards, Volume II, December 1996.

Figure 4-1 - Drainage Area vs 100-Year Flow
Figure 4-2 - Drainage Area vs 10-Year Peak Flow
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Figure 4-3 - Pipe Sizing Chart
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4.03 HYDRAULICS
A. GENERAL

1. All storm drain pipelines, and open channels shall be designed for the specified frequencies as described in the previous section. For the ten-year (10) frequency storm, storm drain pipelines shall be designed without static head at all entrances unless specifically permitted by the City Engineer. In no case will less than one (1) foot of freeboard be permitted between flow line of gutter and hydraulic gradient of the ten-year (10) frequency design flow for pipeline storm drain systems. In addition, under no circumstance shall the 100-yr HGL exceed the adjacent top face of curb elevation. In the case of a rural road, as defined within these Standards, the 100-yr HGL shall be contained within the road right-of-way. The 10- yr and 100-yr hydraulic grade line (HGL) shall be delineated on the plans at all drain inlets and manholes per Section 2 of these Design Standards.

2. An overland release path for flows generated by a hundred-year (100) frequency storm shall be clearly delineated on the plans. Under no circumstances shall the one hundred (100) year HGL exceed the adjacent top face of curb elevation. In case of rural roads, as defined within these Standards, the one hundred (100) year HGL shall be contained within the road right-of-way.

B. DESIGN CRITERIA - The following criteria shall be followed in all hydraulic computations unless otherwise approved in writing from the City Engineer.

1. Manning’s formula shall be used to compute capacities of all open and closed conduits other than culverts.

2. King’s formula shall be used to compute capacities of all culverts. (Refer to King’s Handbook of Hydraulics and California Department of Transportation nomograph for the solution of King’s formula).

3. The “n” values to be used in Manning’s formula shall conform to the following:
a. A roughness coefficient, n = 0.015 is used for sizing conduits when no allowance is made for minor losses (head loss at inlets, bends, junctions, expansions, etc.). If minor losses are accounted for, a roughness coefficient, n = 0.013 or per manufacturer’s recommendations may be used.

4. Min. Inside Diameter - Twelve (12) inches.

5. Min. Velocity - Two (2) feet per second, when flowing full.

6. Max. Velocity - Based on pipe or channel conditions and available head. (Generally, twelve to fifteen (12-15) feet. per second for pipelines).

7. The Consultant Engineer, in the design of the system, shall account for all losses in head at junctions, bends, manholes, entrances, and outlets, and at any other location where a change in direction or restriction to flow occurs 332
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which would tend to create a loss in available energy when required by the City Engineer.

4.04 ALIGNMENT
A. PIPELINES - Pipelines for storm drainage shall be straight between manholes, junction boxes, and/or catch basins except under the following conditions:

1. The inside pipe diameter is equal to or greater than twenty-four (24) inches.

2. Minimum radius of curvature is equal to or greater than two hundred (200) feet. In no case will the radius of curvature be less than the manufacturer’s recommendations for the particular pipe size under consideration.

B. DRAINAGE PIPELINES - Drainage pipelines shall be located in the street whenever practicable. The location of storm drainage pipelines in new streets shall be six (6) feet north or west of and parallel with the centerline of the street, unless otherwise approved by the City Engineer. Meandering and unnecessary angular changes of pipelines shall be avoided. Angular changes in alignment shall be no less than ninety (90) degrees with the downstream section of the storm drain main.

C. LATERALS - All laterals shall connect with the mainline at a manhole or junction box and shall have an alignment that provides an angle of intersection with the downstream section of the storm drain main of no less than ninety (90) degrees, unless otherwise approved by the City Engineer.

D. JOINT DEFLECTION - Joint deflection shall not exceed eighty (80) percent of the manufacturer’s recommendations.

E. PIPE DIAMETER - When a change in pipe diameter occurs, the top-of-pipe elevations of the inflow and outflow pipes shall match whenever practicable.

4.05 COVER REQUIREMENTS
A. ALIGNMENTS

1. All storm drainpipe alignments shall be designed to allow a minimum of two (2) feet of cover as measured from the top of finished grade to the exterior top of pipe. If, for sound engineering reasons, two (2) feet of cover cannot be obtained, the pipe shall either be encased in concrete or provided with a concrete cover as approved by the City Engineer.

4.06 APPURTENANCES
A. MANHOLES

1. All storm drain manholes shall be constructed in accordance with the Standard Details.
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2. Manholes shall be located at junction points, lateral connections, changes in pipe grade, changes in conduit size, and on curved alignments at the BC and EC of the curve and at no more than three hundred (300) foot intervals along the curve. For straight alignments, the spacing of manholes shall not exceed five hundred (500) feet.

3. At manholes, whenever a change in the size of pipe, or a change in the alignment of twenty (20) degrees or more occurs, the flow line of the incoming pipe shall be a minimum of twelve hundredths (0.12) of feet above the flow line of the outgoing pipe. If there is a change in pipe size or a lateral entering the manhole, the top of pipe of the incoming pipes shall match the outgoing pipe in accordance with Section 4.04E, unless otherwise approved by the City Engineer. The invert elevations in and out of the proposed manhole shall be shown on the improvement plans.

B. JUNCTION BOXES - Junction boxes shall be constructed in accordance with the Standard Details. Junction boxes constructed on storm drainage conduits greater than sixty (60) inches in diameter shall be of special design requiring written approval by the City Engineer.

C. SADDLE MANHOLES - All saddle manholes shall be constructed in accordance with the Standard Details. Saddle manholes will be allowed to be constructed on storm drain conduit thirty-six (36) inches or greater in diameter provided that no junction exists with any other storm drain conduit at the manhole as determined by the City Engineer.

D. CATCH BASINS/INLETS - Catch basins/inlets shall conform to the Standard Details.

Catch basins/inlets shall be designed and spaced such that they intercept and fully contain the ten-year (10-yr.) storm with one (1) foot freeboard per Section 4.03A above. Catch basins/inlets shall be installed so that the length of flow in the gutter does not exceed five hundred (500) feet. All catch basin/inlets shall be stamped with the Storm Drain Marker as shown on Std. Detail 306.

E. SIPHONS - Inverted siphons will not be permitted, unless approved by the City Engineer.

F. VALLEY GUTTERS - Valley gutters are only allowed within public alleys and will not be permitted to cross any street, unless approved by the City Engineer.

G. SUBDRAINAGE - Subdrain facilities shall be provided when required by the City Engineer.

H. BOX CULVERTS - Box culverts may be used when designed on an individual basis and approved by the City Engineer.

I. HEADWALLS, WINGWALLS, ENDWALLS, ETC. - Shall be considered on an individual basis, and in general, designed in accordance with Section 51 of the State Standard Specifications.

J. DRAINAGE PUMP STATIONS - May be permitted on an individual basis with the written approval of the City Engineer.
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4.07 OPEN CHANNELS
A. DEFINITIONS - For the purposes of these Design Standards, a ditch shall be classified as an open channel when its capacity exceeds twenty-five (25) CFS.

Open channels conveying less than twenty-five (25) CFS are considered bench drains or diversion ditches as detailed in Section 4.09 of these Design Standards.

B. DESIGN CRITERIA - Drainage may not be conveyed through a development in open channels without the written approval of the City Engineer. Open channels shall be designed in accordance with the following:

1. Velocity range shall be two and a half (2.5) to six (6) feet per second in unlined open channels and three (3) to twelve (12) feet per second in lined open channels.

2. Channel lining shall be either finished concrete, sacked concrete, or doweled and sacked concrete. The minimum weight of burlap sack concrete bags shall be a minimum of sixty (60) pounds unless otherwise approved by the City Engineer.

3. All open channels shall be designed to carry the one-hundred-year (100) frequency flood. Per Section 4.02, the hydraulic grade line of the ten-year (10) and one-hundred-year (100) storms shall be calculated and plotted on all channel profiles. All computations, including a narrative of the design shall be clearly documented and submitted to the City Engineer for approval.

4. Freeboard shall be a minimum of two (2) feet for the one-hundred-year (100) event or comply with the latest FEMA regulations, whichever is greater.

5. Side slopes shall be three (3) feet horizontal to one (1) foot vertical or flatter and the minimum bottom width of the channel shall be twice channel depth.

6. Profile of existing channels or other drainage conveyances for a minimum of one thousand (1,000) feet at each end of the development shall be shown on the construction plans to establish an average profile grade.

7. Easement widths shall not be less than the width of the channel plus four (4) feet on one side and fourteen (14) feet on the opposite side. A twelve (12) foot wide gravel road, serviceable for year-round use, shall be constructed along the fourteen (14) foot side of the channel.

8. Special headwalls, end walls, reinforced concrete transitions to culvert crossings, riprap, concrete aprons, energy dissipators, and other hydraulic devices shall be installed where required. All such devices shall be shown on the plans and approved by the City Engineer prior to construction.

9. All open channels may be fenced or otherwise designed to prevent unauthorized access and include safety devices as required by the City Engineer and City Fire Department.
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4.08 ROADSIDE DRAINAGE DITCHES FOR RURAL ROADS
A. DESIGN CRITERIA

1. Ditches shall be designed in accordance with Section 4.02 of these Standards.

2. Roadside ditches shall not drain more than fifteen hundred (1,500) feet parallel to the roadway.

3. Ten-year (10) storm hydraulic gradients for roadside ditches shall be shown on the plans and shall be below the roadway structural section.

4. Driveway culverts shall be sized according to hydraulic calculations. Minimum size for the culvert shall be twelve (12) inches and a minimum length which extends one (1) foot beyond the edge of driveway fill at the invert of the ditch.

The driveway culvert shall be Class IV RCP or approved equal.

4.09 BENCH DRAINS AND DIVERSION DITCHES
A. DEFINITION - A ditch shall be considered a bench drain or diversion ditch as long as its design capacity does not exceed twenty-five (25) CFS. Any ditch with a capacity greater than twenty-five (25) CFS, shall be considered an open channel and designed in accordance with Section 4.07. Diversion ditches will be allowed only upon approval of the City Engineer.

B. DESIGN CRITERIA - Bench drains and diversion ditches shall be concrete lined and designed in accordance with the following:

1. Velocity range shall be three (3) to twenty (20) feet per second.

2. At changes in alignment and at inlets, adequate measures such as banking, circular curves, or energy dissipators shall be used to confine water to the channel.

3. At locations where the overflow of a bench drain or diversion ditch could cause flooding, erosion, or other damage, the channel section shall be designed to carry the one hundred (100) year runoff event.

4.10 EASEMENTS
A. REQUIREMENTS - Publicly owned drainage conduits and channels will not be allowed on private property unless they lie within a dedicated public easement.

Where minor improvement of a drainage channel falls on adjacent property (such as daylighting a ditch profile) written permission from the adjacent property owner(s) for such construction shall be required. A copy of the document, which grants approval, shall be submitted to the City Engineer prior to the approval of the improvement plans.

B. WIDTH

1. Easements for closed conduits shall meet both of the following width criteria:
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a. Minimum width of any easement for a closed conduit shall be fifteen (15) feet.
b. All easements for closed conduits shall have a minimum width equal to the required trench width according to the standard detail for trench backfill plus two (2) additional feet of width for every foot of depth of the pipe as measured from the bottom of the pipe to finished grade. All conduits shall be centered within their easements.

2. Drainage easements for open channels shall have sufficient width to contain the open channel plus a fourteen (14) foot wide right-of-way width on one side and a four (4) foot wide right-of-way on the opposite side. The toe of an exterior bank shall not be within five (5) feet of an easement boundary.

Easement boundary lines shall, at changes in alignment, have a radius sufficient enough to provide turning room for vehicles operating on the service road.

4.11 IMPROVEMENTS REQUIRED TO MEET STATE MS4 PERMIT REQUIREMENTS The California Phase II MS4 permit, and the City of West Sacramento require project proponents to incorporate into its design required post-construction measures that reduce the volume of runoff and mitigate pollutants in runoff of the proposed development project. All improvements required to be incorporated within the proposed project shall be designed, constructed, and maintained in accordance with the City PostConstruction Standards Plan. 337
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SECTION 5

SANITARY SEWERS

5.01 GENERAL
A. SUBMITTAL REQUIREMENTS

1. Sanitary sewer system design within a developing area shall conform to the City General Plan, Master Sewer Plan, and any applicable Specific Plan of the City of West Sacramento and include provisions for size and capacity to adequately convey all domestic and industrial waste that can be reasonably anticipated under conditions of full ultimate development. Engineering calculations to support the sewer system design shall be submitted to the City Engineer for approval. The calculations shall include:
a. Map indicating service area within the sewer system including any future contributing development with projected land use, zoning, and any physical features contributing to the sewer system design.
b. Sanitary sewer waste volumes either existing or proposed within the service area of the system and upstream areas to be served by the proposed improvements at full ultimate development.
c. Size and slope of each pipe between appurtenant structures. d. Invert, rim elevation, and hydraulic grade line of each pipe and appurtenant structure.

2. Plan Requirements. Plans to be drafted to provide plan and profile views in accordance with Section 2 of these Design Standards and shall include sanitary sewer (geometric) design improvements; main and lateral sizes and slopes; hydraulic grade line; pipe material (including SDR or wall thickness values); trench details; other utility locations, crossings, and separation; manholes and rim elevations; cleanouts and rim elevations; and invert elevations with direction of flow at manholes. Design standards shall conform to the other additional requirements of these City Standard Specifications, State Water Resource Control Board Division of Drinking Water, Yolo County Health Department, and the California Plumbing Code.

5.02 PIPE DIAMETER
A. PUBLIC MAINS - The minimum size of any new public sewer main shall be six inches (6) in diameter or larger unless otherwise approved by the City Engineer.

B. RESIDENTIAL SERVICES - The minimum lateral size is four inches (4) where grade requirements can be met, and the intended use is to serve single-family or duplex residences.

C. NON-RESIDENTIAL SERVICES - Six (6) inch or larger laterals shall be installed where intended use is industrial, commercial, public facilities or greater than single-family or 338
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duplex residential flows unless otherwise directed by the City Engineer.

5.03 DESIGN
A. FLOW CALCULATION - The design sanitary sewer flow shall be computed using the following formula:

QD = QP + I (eq. 5-1)
Where: QD = Design Flow
QP = Peak Flow
I = Infiltration and Inflow
And: QP = QAVE * PF (eq. 5-2)
Where: QAVE = Average Flow
PF = Peaking Factor

1. Residential Flow
a. Average flow (Qave) shall be based upon the following criteria:
i. Three persons per single family dwelling unit
ii. Two and a half persons per multi family dwelling unit iii. One hundred gallons per person per day
b. Peaking Factor (PF) shall be three (3), (two (2) for industrial use only.) c. Infiltration and Inflow (I) shall be computed, assuming four thousand (4,000) gallons per inch diameter mile per day for sewer mains and laterals.

Residential laterals shall be assumed to be a minimum of seventy-five (75) feet in length.

2. Non-Residential Flow
a. Average Flow (QAVE) shall be based upon the following criteria:
i. Other Commercial1 1500 gpad*
ii. Prof. Office/Business Park2 1500 gpad*
iii. Recreation 500 gpad*
iv. Schools 40 gpd/student (Elem., Jr. HS)
50 gpd/student (High School)
v. Light Industrial 2000 gpad*
vi. Heavy Industrial (case-by-case basis)
* (gpad - gallons per gross acre per day)
1High volume generators such as restaurants or food processing facilities shall be considered on a case-by-case basis.
2Multi-story structures will be considered on a case-by-case basis. b. Peaking Factor (PF) shall be based upon the following criteria i. Industrial = 2
ii. Non-Industrial = 3
c. Infiltration and inflow (I) shall be the same as for residential flows. 339
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B. PIPE CAPACITY CALCULATION

1. Manning’s Formula [Q= A (1.499/n) R2/3 S
1/2] shall be used to determine pipe
capacity. The “n” value shall be 0.013 or the pipe manufacturer’s recommendation. Manning’s “n” values, which are less than 0.013 shall require City Engineer approval and shall only be allowed if minor losses are accounted for.

Q = Flow Rate at Full Pipe Capacity
A = Cross-Sectional Area of Flow
n = Coefficient of Roughness
R = Hydraulic Radius
S = Slope of Pipe

2. All sewer mains shall be sized to carry the design flows (QD) at a maximum of seventy (70) percent of pipe capacity.

C. SEWER PIPE VELOCITY AND GRAVITY PIPE MINIMUM SLOPES

1. Sewer velocity shall be equal to or greater than two (2) feet per second for all sewers when flowing full.

2. Where design velocities for main sewers exceed ten (10) feet per second, polyethylene lined ductile iron pipe conforming to Section 14 of the Standard Construction Specifications shall be used. In addition, the ductile iron pipe shall be wrapped with an eight (8) millimeter polyethylene encasement.

3. Force main velocity shall be at a maximum of eight (8) feet per second at design flows (QD).

D. PIPE COVER AND CLEARANCES

1. Minimum pipe cover and clearance shall be maintained in the design of sanitary sewers. If certain conditions exist which make it impractical to meet the minimum cover and clearance requirements to other utilities, the conditions and locations shall be specifically noted above the sewer profile on the plans. Each location not meeting the minimum cover and clearance requirements will require special State Water Resources Control Board and City approval. Any planned condition being specially approved with less than minimum cover will require special pipe, bedding, and/or backfill as approved by the City Engineer.

2. Main and trunk sewers shall have a minimum depth of four (4) feet as measured from the top of the pipe to the finished grade.

3. Laterals shall have a minimum depth of three (3) feet from the top of the pipe to finished grade.

4. Pipe shall be laid with a minimum of twelve (12) inches vertical clearance below water lines and six (6) inches clearance from all other improvements and utilities, unless otherwise approved by the City Engineer. All other utilities shall not, under any circumstances, be installed directly over and parallel to any sanitary sewer line installation.

E. HORIZONTAL ALIGNMENT

1. Centerline of sewer mains and trunks shall be located six (6) feet south or east of 340
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and parallel with the street centerline or edge of center median curb unless otherwise approved by the City Engineer.

2. Alignment of sanitary sewer mains shall be straight between manholes. Whenever it is essential that a curved alignment be used, a minimum radius of two hundred (200) feet shall be required unless a larger minimum radius is otherwise required by the pipe manufacturer but shall be greater whenever possible. The radius, delta, and length of all curves shall be indicated on the plans adjacent to the curve.

3. The deflection in the joint between any two (2) successive pipe sections shall not exceed eighty (80) percent of the maximum deflection as recommended in writing by the pipe manufacturer.

4. Minimum horizontal separation between parallel sewer and water mains shall be ten (10) feet.

F. LATERAL SEWERS

1. Laterals are those portions of the sewer system between the sewer main, and the portions of the sewer service maintained by the property owner. The usual location of the line separating responsibility of the City and property owner is the back of sidewalk cleanout or manhole. In all cases, City maintained sewer lines will lie in a street right-of-way or dedicated public easements. In all new residential subdivision work, the house lateral line and cleanout from the sewer to the property line shall be installed at the time the sewer main is constructed. Each lateral line shall be referenced to the Improvement Plan stationing.

2. All laterals, from property line or edge of easement to the point of connection with the main line or a manhole shall have an alignment that provides an angle of intersection with the downstream section of the main sewer of no less than ninety (90) degree prior to the wye at the main line connection.

3. The maximum deflection at any one point in a lateral, not including fittings at saddle or wye connection to main sewer or at angle points having cleanouts, shall be twenty-two-and-a-half-degree bend (or one-sixteenth (1/16) bend) and any two consecutive deflections (bends) shall not be less than two (2) feet apart.

4. For single family residential and duplex laterals, cleanouts shall be provided on the lateral sewer at twelve (12) inches inside the edge of right-of-way or public utility easement as shown on Standard Detail #401.

5. For sewer laterals serving multi-family, commercial and/or industrial facilities, manholes shall be constructed where the lateral connects to the sewer main line and just inside the edge of the right-of-way or public utility easement as shown on City Standard Detail #401A unless otherwise approved by the City Engineer.

6. Laterals connecting houses having a finished floor elevation twelve (12) inches or less above the rim elevation of the nearest upstream manhole or structure shall require the installation of an approved backflow prevention device on the lateral adjacent to the lateral service cleanout.

7. Sewer laterals shall be installed with a minimum of six (6) inches below and a five (5) foot horizontal separation from water services for all single-family and duplex 341
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uses. A minimum horizontal clearance of five (5) feet is required from trees and other utilities unless otherwise specifically requested of and authorized by the City Engineer in writing or recommended by a certified Arborist with City approval.

8. Laterals shall connect to the main at manholes whenever possible. Laterals for residential properties located within cul-de-sac circles shall be connected at a manhole.

9. A single sewer connection shall not serve more than one parcel. Each individual parcel shall have a separate sewer connection.

G. APPURTENANCES

1. Manholes
a. Along straight alignments of sewer mains, the maximum spacing for manholes shall be four hundred (400) feet. Where the location of two manholes is determined by intersecting lines greater than four hundred (400) feet, the distances between intervening manholes shall be approximately equal. b. Sewers constructed on curved alignments where two hundred (200) feet < radius < four hundred (400) feet shall have additional manholes placed per the following criteria:
i. Where curve length < fifty (50) feet; no additional manholes required. ii. Where fifty (50) feet < curve length < one (100) hundred feet; a manhole shall be required at either the BC or the EC
iii. Where curve length > one hundred (100) feet; a manhole shall be required at the BC and the EC and at a maximum three hundred (300) feet intervals along the length of the curve.
c. Whenever a change in the size of pipe, or a change in the alignment of twenty (20) degrees or more occurs at a manhole, the flow line of the incoming pipe shall be a minimum of twelve hundredths (0.12) feet above the flow line of the outgoing pipe. The invert elevations in and out of the proposed manhole shall be shown on the improvement plans.
d. Manholes shall be used at the termination of all sewer mains including cul-desacs. Cleanouts may be installed at the upstream end of mains, which are proposed to be extended in the future on an approved development plan. e. Manholes shall be lined as specified in Section 14.02 G of Division IV, Standard Construction Specifications when located on a conveyance sewer with a diameter of ten (10) inches or larger, or the first downstream manhole at the outlet of a force main unless otherwise directed by the City Engineer.

Alternative methods of addressing corrosive conditions may be required by the City Engineer.

H. UNUSUAL DESIGN - Special design of sewer force mains, siphons, discharges from force mains or siphons into gravity sewers or manholes, or other unusual features or structures shall be subject to the approval of the City Engineer. 342
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5.04 WASTEWATER PUMP STATION DESIGN
Existing pump stations will be considered to require capacity expansion improvements if the associated firm capacity (i.e., capacity with the largest pump out of service) is not sufficient to convey the design flow (QD, as defined in Section 5.03A above).

Pump station wet wells shall be designed with sufficient volume and depth such that the pump station can be operated using the wet well and not the tributary collection system as storage during design flow conditions. Pumps shall be sized so that they can operate within the pump manufacturer’s design curve for design flow conditions.

Refer to Sacramento Area Sewer District (Sac Sewer Standards & Specifications) pump station design standards for technical requirements.

All pump stations shall be designed and constructed to conform to OSHA standards.

5.05 RIGHT-OF-WAY POLICY
A. REQUIREMENTS - All public sewers shall be located within the City right-of-way dedicated for public streets unless the use of a public utility easement is specifically approved by the City Engineer. Easements outside public street right-of-way shall be granted or dedicated for sewers and/or public utility/service easement (PUE/PSE). In the case that public sewer installation is within public rights-of-way for streets, further dedication is not necessary.

B. WIDTH - Easements for sanitary sewers shall meet both of the following width criteria:

1. Minimum width of any easement shall be fifteen (15) feet.

2. All easements shall have a minimum width in feet equal to the required trench width according to the standard detail for trench backfill plus two (2) additional feet of width for every (1) foot of depth of the pipe as measured from the bottom of the pipe to finished grade. All sewer pipes shall be centered within their easements.
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SECTION 6

WATER SYSTEM

6.01 GENERAL
A. SYSTEM REQUIREMENTS - The existing City of West Sacramento water system supplies treated water within the developed areas of the City and is served by the George Kristoff Water Treatment Plant (GKWTP). This plant is located adjacent to the westerly bank of the Sacramento River and immediately west of the Interstate 80 bridge over the Sacramento River. The plant treats water drawn from the river and the treated water is transmitted and distributed through a system consisting of nine (9) tank reservoirs and booster pump stations. An average operating pressure of fiftyfive (55) psi is maintained.

6.02 DESIGN REQUIREMENTS
A. GENERAL - Water system design within a development area shall conform to the City General Plan, City Master Water Plan, and any applicable Specific Plan of the City of West Sacramento and shall be capable of transmitting and distributing adequate flows and maintaining sufficient pressures based on anticipated conditions of full ultimate development. All improvements including extensions, replacements, and repairs shall conform with but not be limited to the requirements of the Uniform Plumbing Code, the California Fire Code (CFC), California Health & Safety Code, American Water Works Association Standards, the Water Code of the City of West Sacramento, California Safe Drinking Water Act and Related Laws, California Building Code (CBC), State Water Resources Control Board, Division of Drinking Water (SWRCB/DDW), these Design Standards, Standard Construction Specifications, and Standard Details of the City of West Sacramento.

B. NORMAL OPERATING PRESSURE - Normal operating pressures of not less than thirtyfive (35) psi shall be maintained at all service connections except during periods of peak domestic and fire demand when the pressure shall not be less than twenty (20) psi. City Fire Department may revise these minimums based on the proposed development or revisions to state and local codes or requirements. Developer is required to check with the City Fire Department prior to starting project design.

C. DESIGN FLOW - Design flow for sizing public water distribution mains shall be based on the City Water Master Plan.

D. FIRE FLOW REQUIREMENTS - For the following general areas, the fire flows shall conform to the latest edition of the California Fire Code or the indicated fire flows noted below, whichever is greater. Fire flows shall be provided by the City with the initial development review. Expansion or change in zoning of the development shall be subject to requirements of the CFC.

E. LAYOUT OF WATER MAINS
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1. The distribution system, whenever possible, shall employ the “Gridiron System” of water circulation so as to allow pressure equalization. Dead-end water mains shall require specific approval by the City Engineer. In no case shall the dead-end length of water mains exceed six hundred (600) feet.

2. All water pipelines designed for the transmission or distribution of domestic water supply shall be constructed and installed within public streets unless such construction or installation is determined to be impractical by the City Engineer.

All water mains that lie outside of public streets shall be in a water main easement or public utility/service easement (PUE/PSE). Attention is directed to Division I, Section 6.03 of these Design Standards for easement requirements.

3. The location of the water main in any street shall be three (3) feet from the lip of gutter on the northerly or westerly side of the street unless otherwise approved by the City Engineer.

4. Plans shall be drafted to provide plan and profile views in accordance with Section 2 of these Design Standards and shall include existing and proposed water main size, fire hydrants, water valves, water main blow-off valves, trench details, crossings with other utilities, lateral distances to nearest sanitary sewer and storm drainage lines, top of pipe elevations at all grade changes, and surveying coordinates (stationing) of water main intersections, points of direction change, water main taps, water main terminations, and service locations.

5. Landscape Corridors shall be served by a standard irrigation service including a meter and backflow device.

6. Water Mains clearance shall meet all State requirements and have a minimum of ten (10) feet horizontally from and one (1) foot higher than sanitary sewers located parallel to the main. Water mains crossing sanitary sewers shall have at least one (1) foot higher than sanitary sewers at the point the utilities cross.

Sections of water mains crossing sewer lines shall be a continuous section of pipe approximately eighteen to twenty (20) feet in length centered on the sewer main.

Should a water main be required to be constructed under a sanitary sewer line, such crossing will only be allowed with the written approval of the City Engineer and the SWRCB/DDW, and at a minimum, the sewer line is reconstructed using a continuous section of ductile iron approximately eighteen (18) to twenty (20) feet in length centered over the water main and the sewer be concrete encased.

Additional requirements by the City Engineer may be required as part of the approval process.

F. SIZES - The minimum size water main shall be eight (8) inches in diameter. In all cases, water mains shall be of sufficient size to meet fire flow requirements.

G. PIPE MATERIALS

1. Allowable materials shall be as specified in the Standard Construction Specifications Section 15.

2. When a ferrous material (i.e., ductile iron or concrete coated and/or concrete lined welded steel pipe) is used for a new water line, the City Engineer may 345
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require that the soil within the vicinity of the new water line be tested for corrosive potential. If it is determined that the soil is corrosive to the material being placed, the new water system must be protected by a corrosion control system. The corrosion control system must be designed by a licensed corrosion engineer and shall be submitted to the City Engineer for approval.

H. VALVES

1. The distribution system shall be equipped with a sufficient number of valves so that no single shutdown will result in shutting down a transmission main or necessitate the removal from service of a length of pipe greater than five hundred (500) feet. Additionally, in no case shall more than two (2) fire hydrants be removed from service. The valves should be so located that any section of the water main can be shut down without going to more than three (3) locations to close valves.

2. All tees shall have two (2) valves.

3. All crosses shall have three (3) valves.

4. Valves, incorporating a blow-off device, or a fire hydrant, shall be installed at the terminus of all dead-end water mains.

5. A valve shall be installed on services immediately off the main for services four (4) inches and greater in diameter.

6. Air Release valves shall be installed at high points in the vertical alignment of all water mains. The vertical alignment of water mains shall be designed to minimize this requirement.

7. Blow-off valves shall be installed at all dead ends and low points in the vertical alignment of water mains. The vertical alignment of water mains shall be designed to minimize this requirement.

8. Bollards or markers shall be installed at all valves and related appurtenances when located in unpaved areas.

I. FIRE HYDRANTS

1. Spacing
a. Fire hydrants shall be placed at or near street intersections and at a maximum spacing of five hundred (500) feet measured along the street centerline and as required by the City Fire Marshal.
b. Fire hydrants on streets without fronting lots shall have a maximum spacing of one thousand (1,000) feet measured along the street centerline. c. Blue reflective markers within the roadway pavement shall be installed at all fire hydrant locations in accordance with the Standard Construction Specifications, Section 15 and the Standard Details.

2. Service Requirements
a. The minimum size water line serving a fire hydrant shall be six (6) inches in diameter and no more than two (2) hydrants will be allowed on any eight (8) inch main between intersecting mains.
b. Fire hydrants shall be installed as specified in the Standard Details. 346
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J. SERVICES

1. In all new subdivisions, the residential service line shall be located a minimum of two (2) feet from the side yard property line. Services for two (2) lots with a common property line may be placed in a common trench straddling alternate property lines. Service lines from the water main to the property line shall be installed at the time the main is constructed to avoid frequent cutting of the street, unless otherwise approved by the City Engineer.

2. Service lines to existing buildings shall be installed so as to make the most direct connection to the existing structure.

3. A single domestic service connection shall not serve more than one (1) parcel.

Separate parcels shall be supplied water through separate service connections.

4. More than one (1) domestic service shall not be supplied to a single property for the purpose of avoiding water connection charges. Water meters shall be sized consistent with the water service size. Backflow prevention devices shall be sized, as necessary.

5. Minimum service line diameter for a single-family residence is three-fourths (3/4) inch and may be replaced in-kind if the residence does not have fire sprinklers. All new service lines are for a single-family residences are minimum one (1) inch to accommodate residential fire sprinkler flows. Services to schools, commercial, industrial, multi-family units, roadway landscaping, or municipal parks shall be sized according to demand. Once demand is determined, service size should be based on a maximum velocity of ten (10) feet per second.

6. For major commercial, industrial, or multi-family developments, a single service line may be utilized for combined fire and domestic services. The service line shall equal or exceed the combined sizes, in cross-sectional area, of the separate fire and domestic services. Service line meter and valve layout shall be in accordance with Standard Details or as approved by the City Engineer.

7. For landscape irrigation systems, the City may consider the use of a turbo type meter and/or varying meter and line sizes.

8. Meters shall be required for all service connections except connections that are for fire protection purposes only. Water service meter assemblies shall be designed and constructed in accordance with City Standard Detail #501, #502, or #503, as appropriate.

K. CROSS CONNECTIONS

1. Attention is directed to Title 17, Chapter V, Sections 7583 to 7622, inclusive, of the California Administrative Code, regulating the construction of cross connections between drinking water systems and other sources of water. All construction shall be in strict compliance with said regulations and all applicable City Ordinances. The addition of a backflow prevention device to any water system supplying an automatic fire sprinkler system shall cause the automatic sprinkler system to be recalculated. It is the responsibility of the property owner 347
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to ensure that all sprinkler system requirements are met after installation of the device.

2. Backflow prevention devices shall be installed on all commercial, industrial, multifamily, fire, domestic, and irrigation services as shown in the Standard Details.

L. ANCHORS - Concrete anchors, thrust blocks, or mechanical joint restraints, if approved by the City Engineer, shall be provided at all bends, behind tees, fire hydrants, crosses (which are valved in such a manner that they can be used as tees), and valves, as shown in the Standard Details.

M. FITTINGS - Standard approved fittings shall be used at all bends of eleven and one quarter (11 1/4) degrees and greater. Deflections shall not exceed eighty (80) percent of manufacturer’s recommended maximum values.

N. COVER REQUIREMENTS - Water mains and services shall be installed at a depth which will provide a minimum of thirty (30) inches from the top of the pipe to finished grade or a minimum of twenty-four (24) inches from the top of pipe to the street subgrade, whichever is greater.

6.03 RIGHT-OF-WAY POLICY
A. REQUIREMENTS - All water lines shall be located within the City right-of-way dedicated for public streets unless the use of a public utility easement is specifically approved by the City Engineer. Easements outside public street right-of-way shall be granted or dedicated for water lines and/or public utility/service easement (PUE/PSE). In the case that public water lines installation is within public rights-ofway for streets, further dedication is not necessary.

B. WIDTH - Easements for water lines shall meet both of the following width criteria:

1. Minimum width of any easement shall be fifteen (15) feet.

2. All easements shall have a minimum width in feet equal to the required trench width according to the standard detail for trench backfill plus two (2) additional feet of width for every (1) foot of depth of the pipe as measured from the bottom or the pipe to finished grade. All water lines shall be centered within their easements. 348
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SECTION 7

STREET LIGHTING

7.01 GENERAL
A. GENERAL REQUIREMENTS - These specifications shall cover the design and installation of streetlights and park trail lighting. The design and installation shall conform to these Design Standards; the City Standard Construction Specifications, Division IV; the City Standard Details, Division V; City Authorized Material List; California Electrical Code; Sections 86 and 87 of the State Standard Specifications; State Standard Plans; and Caltrans Electrical Systems Design Manual. Streetlight improvements shall be designed to serve the ultimate level of development as defined in the City General Plan and City Specific Plans (when appropriate). This section describes typical design practices for new and modified street lighting systems within the City of West Sacramento.

Existing streetlights, which must be relocated to or repositioned as a result of construction of new streets or driveways in a development, shall be the responsibility of the Developer. Streetlights that are relocated shall be upgraded to current LED light heads, as part of the relocation process if existing light heads are high pressure sodium or other type light heads not matching current City Standards.

B. SUBMITTAL REQUIREMENTS

1. The Consulting Design Engineer shall meet the submittal requirements described in Section 2 of this Design Standards. The submittal plans shall include the existing and proposed street lighting system and park trail lighting system improvements, if applicable, on separate streetlight plan sheets of the Development Improvement Plans. Plans shall be drafted to provide plan and profile views as appropriate in accordance with Section 2 of these Design Standards. If the project includes traffic signals, street and park trail lighting improvements, these improvements may be included with the traffic signal plans. The plans shall include the following items:
a. Proposed location of electroliers, traffic signal poles (if appropriate), and related physical improvements to be installed, as appropriate. b. Location of service points.
c. Location of pull boxes.
d. Luminaire Schedules - Luminaire schedules shall be shown in a tabular format and shall indicate, but not be limited to, the amount and type of luminaires on each new or existing service, the service location, voltage, and voltage drop between luminaires, the number of streetlights removed or added to an existing service, and any other pertinent information affecting the service load.
e. Conduit size, location, lengths, depth and runs.
f. Wire size, lengths, and runs.
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g. Mounting height and mast arm length (See Std Details #602 & #603). h. Service Voltage and wiring diagram.
i. Scale (scale requirements listed in Section 2.02 G. of these Design Standards). j. Right-of-way, adjacent subdivision and lot details.
k. Existing facilities and topography including existing service points, existing electrical facilities including traffic signals, streetlights, irrigation controllers, underground utilities, and conduit runs in the immediate vicinity of the project.

2. The Consulting Engineer shall submit PDF plans of the streetlight and/or park trail lighting plans as part of the Developer Improvement Plan submittal to the City for review in accordance with the requirements of Section 2 of this document. The Developer/Consulting Engineer shall obtain service locations, service voltages, and identification numbers from the Pacific Gas and Electric Company (PG&E) and include the information on the improvement plans.

After the Consulting Engineer receives the service locations, the Consulting Engineer shall determine the wire size and length of each conduit run. These items may be shown in tabular form or denoted next to each conduit run on the plans.

The cost for all PG&E services shall be paid for by the developer or contractor.

This shall include the PG&E connection charge for energizing streetlights and traffic signals, as appropriate.

7.02 STREETLIGHT DESIGN
A. SPACING, INTENSITY, AND POLE HEIGHTS - Streetlights shall have the maximum spacing, location, distribution, mast arm length, intensity, and pole heights according to the type of street on which they are to be installed as shown in Standard Details # 602, # 603, #604, #605, and #613 or as otherwise required and detailed in City Specific Plans, the City Zoning Code (17.22.080), and approved Authorized Material List.

Note that on Standard Details #604 & #613 light spacing for streets with a width of sixty (60) feet or more is based on a one-sided arrangement and that spacing for narrower streets is based on a two-sided arrangement. The one-sided spacing arrangement is a system whereby the streetlight spacing relates to the distance between streetlights all on the same side of the street. The two-sided arrangement relates to the distance between streetlights taking into consideration the streetlights on both sides of the street. The actual constructed street width shall be the controlling factor for determination of streetlight spacing rather than the street classifications (arterial, collector, etc.).

1. The following steps shall be taken to determine the appropriate spacing and location for streetlights.
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a. Identify the nearest intersections each way from the streetlight location being planned. Determine the location of the streetlights at the intersections in conformance with these Design Standards and City Standard Details. b. Determine the distance between the adjacent intersection requiring lights and then divide the distance into equal spaces. The spacing is not to exceed the maximum allowable spacing on Standard Detail #613.
c. Compare the light locations to intersecting property line, driveways, and other obstructions as follows:
i. If the location falls close to a property line and it can be adjusted to the property line while staying within the maximum spacing allowed, then the adjustment should be made.
ii. Generally, streetlights should be situated at intersecting property lines for residential lots and parcels with minimal frontage (seventy-five (75) feet or less). The light spacing may have to be unbalanced, with additional lights being added to attain this and still comply with the maximum spacing allowed.
iii. Variations to these requirements may be approved on an individual basis by the City Engineer.

B. LOCATION OF STREET LIGHTS

1. On streets with separated sidewalks, streetlights shall be located at the front of sidewalk, as long as the front of the streetlight foundation would not be more than five (5) feet behind the back of curb. For streetlights with the front of the streetlight foundation located greater than five (5) feet behind back of curb, the luminaire arm length shall be increased as directed by the City Engineer.

2. On streets with monolithic curb, gutter, and sidewalk, streetlights shall be located at the back of sidewalk. The edge of the pole foundation shall meet the back of sidewalk.

3. Where there is only curb and gutter, the front edge of the streetlight foundation shall be located five (5) feet from the back of curb or six (6) feet if future sidewalk attached to the curb is planned.

4. In cul-de-sacs, a streetlight shall be located within the bulb area as close to the end of the bulb as possible.

5. For intersection lighting refer to Standard Details #604 and #605.

6. Streetlights shall be placed on the outer edge of roadway curves.

7. Streetlights shall be placed adjacent to bus stop shelters.

8. Streetlights shall be located just inside adjacent property lines whenever possible, at least five (5) feet from driveways or any above ground facility, and to maximize separation from trees.

C. LIGHTING DISTRIBUTION PATTERN

1. All street lighting shall be as detailed in the City Standard Details. Street lighting shall be Type III unless otherwise shown on the plans, Standard Details, or as directed by the City Engineer.
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2. All park trail lighting shall be Type IV - Symmetric Distribution Lighting.

3. Streetlight and park trail illumination and foot-candle distribution shall be optimized to meet minimum standards and avoid unnecessary glare.

D. MAST ARM LENGTH - Streetlight poles that are located six (6) feet or less from the back of curb (as measured from the centerline of the streetlight pole), a six (6) foot mast arm shall be specified. When these poles are greater than six (6) feet from the back of curb, an eight (8) foot mast arm shall be specified. The requirements may be modified by the City Engineer in certain locations or unique design requirements.

E. PULL BOXES

1. Pull boxes shall be spaced at a maximum of two hundred (200) feet unless otherwise approved by the City Engineer.

2. One pull box shall be located next to each electrolier unless there is a secondary electric service whose pull box is located within eight (8) feet of the electrolier and such electrolier is singularly serviced.

3. One pull box shall be located at each side of all street crossings.

4. Pull boxes shall be placed immediately behind the sidewalk in sidewalk areas, five feet behind the back of curb in non-sidewalk areas or within landscape areas. All pull boxes installed outside sidewalk areas shall include a six (6) inch by six (6) inch concrete collar all the way around the pull box. Final location of all pull box placement shall be subject to approval by City Inspectors.

5. Pull boxes shall be located where two (2) or more conduits connect or at any angle point in the conduit run greater than ninety (90) degrees. Conduits between pull boxes shall not have more than two hundred seventy (270) degrees of bends in the conduit.

6. Pull box size and type shall meet the requirements of the Division IV Standard Construction Specifications, Section 18 and Division V Standard Details #601 and #606.

7. Unless otherwise shown on the improvement plans, all pull boxes containing three or less street lighting conduits shall be State Standard No. 3- 1/2 size. Pull boxes containing four (4) or more street lighting conduits shall be State Standard No. 5 size. If pull boxes are set in an area subject to vehicle traffic loading, the boxes must be traffic load bearing (H-20 minimum) and have a steel cover. In addition, all pull boxes shall have a vandal proof locking cover acceptable to the City Engineer or approved Authorized Material List.

8. All pull box covers shall be labeled “Street lighting.” F. VOLTAGE DROP CALCULATIONS - The minimum conductor size from the service point to the service panel shall be No. 4 A.W.G. copper when a service panel is required.

The size of each conductor from the service panel or PG&E utility splice box to the luminaire shall be such that the voltage drop along the circuit will not exceed five percent of the nominal service voltage to be used which is one-hundred-twenty volts, in accordance with Standard Detail #611. Calculations shall be provided in the design 352
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submittal substantiating the design criteria for every circuit. Calculations shall also be made showing the total load in amperes of each circuit at the service panel.

G. PHOTOCELLS - No external photocells are allowed unless the streetlight is directly fed from the service provider (i.e., there is no service pedestal). Photocells shall be installed as shown on the Improvement Plans or as detailed on the approved submittal documents or calculations sheet.

1. Type 1 Photocell: Installed on each separate luminaire.

2. Type 2 Photocell: Installed at the service cabinet.

3. Type 3 Photocell: Installed on a single luminaire that controls the circuit.

H. SERVICE - All streetlight systems shall have underground service provided. Service points shall be provided within a utility easement immediately adjacent to or within the right-of-way and shall be open and easily accessible to the street frontage.

Streetlights shall be powered from the un-metered side LS-2 rate. All electrical system control, switching equipment, and fusing of all circuits shall meet the requirements of the State Standard Specifications, State Standard Plans and California Electrical Code. Types of service are as follows:

1. A direct underground service consists of one (1) or two (2) streetlights being served from a single service point. The service point may be in the form of a service pull box installed by the Developer, which is connected to a secondary splice box provided by PG&E. See City Standard Detail #601.

2. An above ground service for single streetlight constructed directly by the electric utility provider shall be approved by the City Engineer prior to installation.

3. A multiple service is three (3) or more lights being served from a single service point. The service point shall be in the form of a service installed by the Developer.

Multiple systems shall have a State Standard Type III-AF service equipment enclosure (Anodized Aluminum Cabinet) located adjacent to the service point.

I. CONDUIT FILL

1. The National Electric Code limits the portion of the conduits cross section that can be occupied by conductors to the following:
a. One (1) Conductor - 53%
b. Two (2) Conductors - 31%
c. Three (3) or more conductors - 40%

2. As a practical limit, projects for new construction/installation should be designed with twenty-six percent of the conduit x-section occupied by conductors.

Standard Detail #612 lists conductor sizes and available conduit area. Conduit size shall be no smaller than one (1) inch diameter.

J. CONDUIT LOCATIONS - All underground street lighting conduit shall have a minimum twenty-four (24) inch cover. Warning tape indicating buried electrical lines shall be installed twelve (12) inches above the conduit and shall be installed during backfilling operations unless otherwise directed by the City Engineer. Location of electrical conduit shall be as follows:
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1. In separated sidewalk locations, conduit shall be placed under the front edge of the sidewalk closest to the street.

2. In monolithic curb, gutter, and sidewalk locations, conduit shall be located under the back edge of sidewalk farthest from the street.

K. CONDUCTORS - All conductors, including quantity and size, shall be identified on the plans. Unless otherwise specified, conductors shall be single conductor wire with THW insulation, solid or stranded copper, sized and color coded in accordance with these standards and the National Electric Code. The same color of wire must be used for the entire length of the circuit. Tape shall not be used for identification of the wire.

The minimum conductor shall be No. 4 A.W.G. copper on a direct underground service or from the service point to a service panel.

The minimum conductor size for street lighting conductors shall be No. 10 A.W.G. copper except No. 12 A.W.G. copper may be used from the luminaire to the adjacent pull box.

A photocell is required in each service system. It shall be enclosed within the service panel with three (3) No. 14 A.W.G. copper conductors unless otherwise shown on the improvement plans.

L. LUMINAIRES - Luminaires shall be designed in accordance with the State Standard Specifications, City’s Authorized Material List, or as approved by the City Engineer.

M. POLES - Poles shall be designed in accordance with the State Standard Specifications, City’s Authorized Material List, or as approved by the City Engineer. 354
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SECTION 8 BUS SHELTERS 1/21/261
SECTION 8

BUS SHELTERS

8.01 GENERAL
A. WHERE BUS SHELTERS are required by the City, bus shelters are covered, semienclosed waiting areas with benches located at bus stops. Bus shelters offer protection from inclement weather conditions, provide for passenger comfort, and establish a transit presence within a local area.

The City has two basic bus shelter designs depending on location in the City. Along City Loop Parkway, major City arterials, and certain City Specific Plan Areas, the City specific bus shelter is as shown in Figure 8-1 below. Specifications and details for these types of bus shelters will be provided by the City Capital Projects Department upon request.

All other bus shelter locations in the City shall be designed in accordance with these design requirements and City Standard Details 261 through 264.

When bus shelters are required to be constructed as part of a development project, the Developer shall obtain direction from the City as to the type and location of the bus shelter(s) prior to starting the project design process.

Figure 8-1 - City Architectural Grade Bus Shelter

8.02 PLACEMENT GUIDELINES
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A. MINIMUM REQUIREMENTS - Bus shelters shall meet the following minimum placement guidelines:

1. Shelters located adjacent to buildings shall be placed a minimum of eight (8) inches away from the building wall.

2. Shelters shall not be placed so as to obstruct sidewalks or access to and from transit vehicles.

3. Shelters should not be placed where they obstruct visibility at street intersections or where vehicles enter onto an arterial from a private roadway or driveway.

4. Bollards shall be placed, when required, as shown on the Standard Details or as otherwise required by the City Engineer.

8.03 DESIGN
A. MINIMUM REQUIREMENTS

1. Bus shelters shall be consistent with the specifications provided in Section 19 of the City Standard Construction Specifications (Division IV) of these Standard Specifications, or per City Specific Plan requirements for improvement projects covered within the City Specific Plan areas.

2. All bus shelters shall meet the following minimum guidelines unless otherwise described within City Specific Plan areas or at major roadway locations as described above. Standard bus shelters shall meet the following requirements:
a. Bus shelters shall be constructed of one-fourth (1/4) inch bronze plexiglass and aluminum posts, bends, and mullions. Bus shelter components requiring routine, time-based replacement should not be included. All components should be easily removable to facilitate maintenance.
b. Bus shelters must be constructed so as not to pose safety hazards to passengers or to other individuals.
c. Free-standing shelters should be placed on a non-slip concrete pad sloped toward the roadway for drainage at two (2) percent slope. d. Minimum clearance of four (4) feet from the curb is required. Five (5) feet is desirable for free-standing shelters to provide for wheelchair access. e. Shelters shall have an opening from grade to the bottom of the wall panel of at least six (6) inches.
f. Roof and support structure of the shelter shall be designed to hold a load of forty (40) pounds per square foot and designed so that drainage is sloped away from the street side of the shelter.
g. Benches installed in bus shelters should be at least six (6) feet long and be made of aluminum or other durable material approved by the City. h. Bus shelters may have lockable bike parking areas as shown on Standard Details #261 and #262A.

3. In addition, the City may require that bus shelters be provided with solar powered lighting with a battery backup system where the existing outdoor lighting level is 356
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inadequate. Lighting fixtures shall be easily maintained, vandal-resistant, and placed to maximize passenger illumination.
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SECTION 9 TRAFFIC SIGNALS 1/21/261/21/26
SECTION 9

TRAFFIC SIGNALS

9.01 GENERAL
The need for new traffic signals or modification of existing traffic signals shall be based on the City General Plan, City Specific Plans and/or warrants contained in the latest edition of the California MUTCD.

Traffic signals or traffic signal modifications shall be designed in accordance with these City Standard Specifications and the latest editions of the following:

A. CALTRANS STANDARD SPECIFICATIONS.

B. CALTRANS STANDARD PLANS, including all standard symbols contained therein.

C. CALTRANS ELECTRICAL SYSTEMS DESIGN MANUAL.

D. CALIFORNIA MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (CAMUTCD).

E. U.S. DOT FEDERAL HIGHWAY ADMINISTRATION TRAFFIC SIGNAL TIMING MANUAL.

F. CITY DESIGN STANDARDS Section 7 - Street Lighting requirements.

G. CITY STANDARD CONSTRUCTION SPECIFICATIONS - Additional technical traffic signal specifications are located in Section 21.

H. CITY’S AUTHORIZED MATERIAL LIST.

9.02 SIGNAL STANDARD TYPES
A. ALL TRAFFIC SIGNAL STANDARDS, posts, and mast arms shall be of the types listed in the most recent edition of the State Standard Plans, City Authorized Material List, and shall meet State wind load design standards.

B. TYPICAL LUMINAIRE MAST arm length used shall be fifteen (15) feet. Traffic signals shall use the overhead luminaire standard of the State Standard Specifications & Plans and City’s Authorized Material List. Signal standard type shall vary depending on the requirements and application of the traffic intersection. Signal mast arm length shall vary depending on the application and position of the travel lanes and vehicle signal head or heads.

9.03 VEHICLE AND PEDESTRIAN SIGNAL TYPES
A. ALL VEHICLE SIGNALS and pedestrian signals components shall meet the requirements of City’s Authorized Material List, State Standard Specifications & Plans, and California MUTCD.

B. ALL SIGNAL COMPONENTS shall have terminal block components and be of the types listed in the latest edition of the State Standard Plans. Terminal screws shall be used for all bare wire terminations. Crimping terminations shall not be allowed. 358
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C. ALL MAST ARM MOUNTED vehicle signals shall be twelve (12) inches in diameter and MAS mounted.

D. PROTECTED LEFT TURN signals shall be all arrows.

E. ALL VEHICLE VISORS are to be black with half tunnel type.

F. ALL VEHICLE AND PEDESTRIAN signals must be the LED type.

G. ALL BACK PLATES for vehicle signals are to be black, louvered with yellow reflective borders per CA MUTCD standards.

H. PROGRAMMED VISIBILITY vehicle signals shall not be used without prior approval of the City Engineer.

I. PEDESTRIAN SIGNAL HEADS shall be black, sixteen (16) inch housing meeting all state and federal regulations, and countdown type.

J. PUSH BUTTONS SHALL meet all state and federal regulations and the City’s Authorized Material List.

K. EMERGENCY VEHICLE PRE-EMPTION shall meet all state and federal regulations and City’s Authorized Material List specifications.

9.04 VEHICLE SIGNAL ALIGNMENT
A. TYPICAL VEHICLE SIGNAL ALIGNMENTS - Case-by-case variations may occur and require approval by the City Engineer.

1. For single left turn lanes with protected left turn movement, the left turn signal shall line up with the center of the left turn lane as close as possible.

2. For dual left turn lanes (which shall have a protected movement), the left turn signal shall line up with the extension of the line between the two left turn lanes as close as possible.

3. When a protected left turn signal is used, the signal for the through movement shall line up with the center of the lane group as close as possible, regardless of the number of through lanes. When fifty (50) feet or fifty-five (55) feet mast arms are used, only one MAS signal shall be used for the through movement instead of two signals as shown in the Caltrans Standard Plans (unless there are four (4) through and right turn only lanes).

4. For one through lane with permissive left turn, the MAS signal shall line up with the center of the left half of the approach through lane, as close as possible.

5. For two through lanes with permissive left turn, the MAS signal shall line up with the center of the #1 through lane (i.e., the lane adjacent to the left turn lane), as close as possible.

6. When a four (4) section MAS signal is used, it shall line up with the center of the left half of the approach of the #1 through lane, as close as possible. 359
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9.05 NUMBER AND SIZE OF VEHICLE SIGNAL INDICATIONS
A. TYPICAL INDICATIONS ARE AS FOLLOWS and referenced in the latest edition of the CA MUTCD:

1. For Protected Left Turn Movements - One three (3) section all arrow MAS and one three (3) section all arrows far left side pole-mounted signal.

2. For Intersections with a Left Turn Pocket (for Permissive Left Turn Movements) There shall be an additional far (left) side three (3) section pole mounted head.

Signal head shall be all circular indications.

3. For Through Movements (With Protected Left Turns) - One three (3) section MAS, one three (3) section far right-side, pole-mounted signal, and one three (3) section near right side pole mounted signal. At City Engineer’s discretion, near side signals may not be required if the intersection is less than one hundred (300) feet wide, approach speeds are thirty (30) mph or less, and it is not needed to meet continuous sight distance requirements.

4. For Through Movements (With Permissive Left Turns) - One three (3) section MAS, one three (3) section far left side pole-mounted signal, one three (3) section far right-side pole-mounted signal, and one three (3) section near right side polemounted signal. At City Engineer’s discretion, near side signals may not be required if the intersection is less than one hundred (100) feet wide, approach speeds are thirty (30) mph or less, and it is not needed to meet continuous sight distance requirements. If left turns are not permitted the far side left pole mounted signal head is not required.

5. For Split Phased Situations - One four (4) section MAS (w/GA), one four (4) section far left side pole-mounted signal (w/GA), one three (3) section far right-side polemounted signal, and one three (3) section near right side pole-mounted signal.

6. For Right Turn Arrow Overlap Situations - Same as above except the far right-side and near-right side pole-mounted signals shall be five (5) section with green and yellow arrows. Overlaps required prohibited U-turn on associated protected left movements. Right turn arrow overlaps shall not be provided without prior approval of the City Engineer.

Size of vehicle indications shall be in accordance with the California MUTCD, but an individual indication’s size may be adjusted by the City Engineer.

9.06 VEHICLE LOOP DETECTOR LAYOUT AND INPUTS
If loop vehicle detection is shown on the Construction or Improvement Plans or if modifications or repairs are required on an existing traffic signal that uses vehicle loop detection, the State Standard Specifications shall apply. 360
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9.07 MULTI SENSOR VIDEO DETECTION SYSTEM (MSVDS)
A. ALL MULTI SENSOR VIDEO DETECTION SYSTEM (MSVDS) shall meet the requirements of City’s Authorized Material List, State Standard Specifications, and California MUTCD. The Multi Sensor Video Detection System (MSVDS) shall consist of video imaging and radar. The system shall detect and track vehicles and bicycles at distances over five hundred (500) feet. In a low-visibility condition, the system shall be capable to switch automatically to either radar detection mode or constant call mode. The MSVDS shall fuse vehicle information from the two sensors to provide highly accurate and precise detection for simultaneous stop bar presence detection, advanced detection, and special or advanced applications. System shall provide a sufficient number of cameras to process vehicles presence, advanced, and all system detection zones as shown on the Construction Plans. All equipment, system components, cables and hardware must be from the same manufacturer.

The detection system shall be in accordance with the City’s Authorized Material List or an approved equal and meet the manufacturer’s specifications for installation and operation.

B. SYSTEM HARDWARE - Unless otherwise required by the City the MSVDS shall consist of hybrid video camera/radar sensors for all approaches, a shelf mounted for factor Central Control Unit (CCU) with up to four (4) detection processors capable of processing from up to four (4) sensors, video surge suppressors, a seven (7) inch monitor, keyboard, system software, and a pointing device. Should the intersection be a multi-arterial intersection or an intersection with more than four (4) legs, there may be additional design requirements by the City. Verify detection system requirements with the City prior to initiating design work.

System software shall discriminately detect the presence of individual vehicles and bicycles in a single, or multiple lanes using only the video image and sends vehicle and bicycle calls out to the controller via separate outputs. The system software shall also utilize artificial intelligence and deep learning to automatically count and detect pedestrian movements in the crosswalk, count turning movement counts and learn the background to count and distinguish left, through and right turn movements. The software system shall be able to work simultaneously with the City’s existing traffic signal monitoring software system, Centracs. A minimum of thirty-two (32) video detection zones and thirty-two (32) radar detection zones per sensor shall be available.

In addition to creating vehicle and bicycle zones, the system shall provide a tracking mechanism that counts pedestrian volumes moving within the crossing zone and determine the average, maximum, and minimum speed of pedestrians moving within the crossing zone. The system shall also provide discrete outputs when pedestrians are in the crosswalk, during normal crossing phases (one in each direction of travel) 361
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and when a red phase input has been detected. The system also shall provide a visual indication on the video image that a pedestrian is in the crosswalk.

C. CENTRAL CONTROL UNIT (CCU) - The CCU shall be a single detector card width and provide provisions for up to four sensor/cameras. The detector processor shall be embedded in the CCU to provide one single cabinet interface. Each sensor/camera shall be connected to the CCU via ethernet cable. The interface connectors shall be RJ-45 type. The CCU shall have four (4) detection status LEDs on the front panel. The CCU shall enable the loading of modified or enhanced software through the ethernet or front-panel USB port (using a USB thumb drive). The shelf-mounted format CCU shall be powered by a forty-eight (48) V DC power supply. The CCU power consumption shall not exceed one-hundred-fifty (150) watts. The CCU shall have logic inputs for future use.

D. MSVDS SENSOR/CAMERA - The MSVDS sensor shall have two components: a camera sensor and a radar sensor. The MSVDS sensor shall utilize a single CATSE or CAT 6 cable for power, communications, and video. Cable termination at the camera shall not require crimping or special tools. An optional RJ-45 direct connector shall be made available to the City upon request.

The MSVDS sensor/camera shall detect vehicles, bicycles, and pedestrians in real time as they travel across each camera detection zone. Vehicles, bicycles, and pedestrians’ detection outputs shall be on separate channels with the same field of view. The MSVDS sensor/camera shall default to a safe condition, such as a constant call on each active detection channel, in the event of unacceptable interference or loss of the video and/or radar signal.

The MSVDS sensor camera and sensor system shall have the capability to change the characteristics of the detection zone based on external inputs such as signal phase.

Each detection zone shall be able to switch from one zone type (i.e., presence, extension, pulse, etc.) to another zone type based on the signal state.

9.08 CONDUIT
A. CONDUIT REQUIREMENTS - Conduit requirements shall conform to the State Standard Specifications unless specified below. Service run conduit shall be three (3) inch minimum diameter.

B. CONDUIT FROM THE main pull box to the Controller shall be two (2) three (3) inch diameter conduits minimum as a practical limit, projects for new construction/ installation shall be designed with twenty-six (26) percent of conduit fill x-section occupied by conductors. City Standard Detail #612 lists conductor sizes and available conduit area.

C. ANY SIGNAL RUN AND interconnect conduit shall be two (2) inch minimum diameter.

D. ALL STREET CROSSING conduit runs shall be a minimum of three (3) inches. 362
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E. A MINIMUM OF FOUR (4) conduits shall be installed on arterial roadways to provide signal interconnectivity and to support other communications requirements. All conduit stub ups require bell ends or bushings and duct seal.

9.09 CONDUCTORS
Traffic signal conductors, including delineation on the plans, shall be in accordance with the State Standard Specifications. All conductor runs for each signal phase to each terminal block on a pole shall be direct from the controller home run pull box. The conductor schedule shall not allow for splicing at intermediate pull box location. This paragraph does not cover fiber optic cable materials and installation which is covered in Section 9.13 below.

9.10 PULL BOXES
A. REFER TO CALTRANS Standard Plans No. ES-8A and ES-8B. All pull boxes, covers, and extensions shall be concrete material and meet or exceed Caltrans performance standards. All pull boxes shall be set with a six (6) inch by six (6) inch concrete collar around the pull box and the lid shall have a City approved vandal proof locking system in accordance with the City’s Authorized Material List.

B. THE MINIMUM SIZE for pull boxes shall be #5. However, #6 pull boxes shall be used at the ends of street crossings and when four (4) or more conduits enter the box.

Covers shall be marked “Traffic Signal.”
C. LARGER PULL BOXES shall be required as follows:

Table 9-1 - Pull Boxes
Condition Size
Any pull box with 12 or more cross sectional
inches of conduit entering
A pull box extension or 20" x 42" dual lid
pull box may be required.

Home run pull box for a 2, 3, or 5, phase
signal 20" x 42" dual lid pull box shall be required.

Home run pull box for an 8-phase signal 30" x 48" dual lid pull box shall be required.

D. TRAFFIC SIGNAL INTERCONNECT conduit shall be installed in separate concrete pull boxes and their covers shall be marked “I.C.” or “Interconnect.” E. PULL BOXES SUBJECTED to vehicular travel shall be H-20 traffic rated and be installed with one quarter inch steel plate covers (galvanized after fabrication) with a diamond-type surface in accordance with ES-8A and ES-8B of the Caltrans Standard Plans.
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9.11 CONTROLLER CABINET
A. LOCATION - Controller cabinet location shall be approved by the City. Both controller cabinet and service pedestal should be located such that the conduit from the service point to the service pedestal does not require trenching across a street. The entire intersection should be visible by the operator from the controller cabinet.

B. REQUIEMENTS - All controller cabinet and controller equipment requirements shall meet the requirements of the City’s Authorized Material List, State Standard Specifications, and California MUTCD.

9.12 PROTECTED VS. PERMISSIVE LEFT TURN PHASING
A. PROTECTED/PERMISSIVE PHASING, if proposed, would require prior written approval of the City Engineer. Any proposal will maintain consistency with other regional applications, which include four (4) section signal heads that incorporate steady red left-turn arrow, steady yellow left-turn arrow, flashing yellow left-turn arrow for permissive left turn phasing, and steady green left-turn arrow for protected left-turn phasing, along with accompanying “left-turn on flashing yellow” signage.

B. PROTECTED LEFT TURN PHASING should be provided under the following conditions per the California Manual on Uniform Traffic Control Devices (CAMUTCD):

C. GUIDANCE FROM CAMUTCD Section 4D.19 - Signal Indications for Protected Only Mode Left Turn Movements - For an intersection with one through lane and a left turn pocket, a protected left turn phase may be required at the discretion of the City Engineer, if it meets conditions outlined in the CAMUTCD.

9.13 TRAFFIC SIGNAL FIBER INTERCONNECT
A. CABLE - Traffic signal fiber interconnect shall conform to the State Standard Specifications and City’s Authorized Material List. Traffic signal interconnect shall be provided for new signal installations, and for modification of existing signals which currently do not have interconnect. The interconnect cable shall be in its own conduit and pull boxes. The interconnect cable shall not be spliced anywhere other than in traffic signal cabinet at the fiber patch panel and the mainline connection. Fiber optic for future use shall coil fifty (50) feet of single mode fiber optic in the interconnect pull box and inside of the cabinet. A minimum of twelve (12) strand single mode fiber optic shall be provided for traffic signals to the pull box.

The interconnect shall connect the subject signal with at least one (1) existing traffic signal. If the subject signal is between two (2) existing signals, the interconnect shall connect all three (3) signals.

In cases where fiber interconnect conduit is or will be provided, but for some reason fiber interconnect cable is not being provided, the fiber interconnect conduit shall be 364
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provided with a green #10 AWG pull wire with two thousand five hundred (2500) pound tensile strength mule tape. If fiber interconnect cable installation is not possible, provisions for radio connection to existing system shall be made.

B. CONDUIT - Conduit requirements shall conform to State Standard Specifications unless specified below.

1. Service run conduit shall be three (3) inch minimum diameter.

2. Conduit from the main pull box to the controller shall be two (2) three (3) inch diameter conduits minimum. As a practical limit, projects for new construction /installation shall be designed with twenty-six (26) percent of conduit fill x-section occupied by conductors. City Standard Detail #612 list conductor sizes and available conduit area.

3. Any signal run and interconnect conduit shall be three (3) inch minimum diameter.

4. All street crossing conduit runs shall be a minimum of three (3) inches.

5. A minimum of four (4) conduits shall be installed on arterial roadways to provide signal interconnectivity and to support other communications requirements. All conduit stub ups require bell ends or bushings and duct seal.

C. PULL BOX - Fiber optic pull boxes shall meet State Standards and be labeled “Traffic Signal” or “Interconnect” on the lid as required by the City Engineer.

9.14 MAST ARM STREET NAME SIGNS
A. MAST ARM STREET name signs shall be required for all approaches and conform to the State Standard Specifications. Mast arm street name signs shall meet the requirements of City Standard Detail #253. Mast arm street sign shall be placed on street signal mast arms in all directions.

B. FOR TRAFFIC SIGNALS located at the intersection of multiple arterials, Internally Illuminated Street Name Signs (IISNS) shall be used. IISNS shall conform to the City’s Authorized Material List and per manufacturers specifications.

9.15 GLOBAL POSITIONING TRANSIT PRIORITY SYSTEM (GPTSPS) All new or modified traffic signals shall have Global Positioning Transit Priority System (GPTSPS) for all directions of approach on public streets and conform to the City’s Authorized Material List, State standards, and CA MUTCD. The system is a matched system of emergency/transit vehicle equipment and intersection equipment that utilizes data encoded radio communications to identify the presence of emergency/transit vehicles to advance and/or hold a desired traffic signal display selected from phases normally available. The GPTSPS system must communicate with emergency/transit vehicles and other intersection radios at distances up to two-thousand-five hundred (2500) feet. With no obstructed direct line of sight, unless defined otherwise. Additional equipment details, specifications and manufacturer and model information is located within the City’s Authorized Material List. 365
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9.16 SIGNAL PHASING
A. SIGNAL PHASING WHERE the major street is north-south oriented, northbound shall be Phase 2 and southbound shall be Phase 6. All other signal phases shall follow NEMA phasing.

B. SIGNAL PHASING WHERE the major street is east-west oriented, eastbound shall be Phase 2 and westbound shall be Phase 6. All other signal phasing shall follow NEMA phasing.

C. SIGNAL PHASING FOR the intersection of two (2) major streets, northbound shall be Phase 2 and southbound shall be Phase 6. All other signal phasing shall follow NEMA phasing.

9.17 ADVANCE FLASHING BEACONS
A. SPEED FEEDBACK AND ADVANCED WARINING - Advance flashing beacons shall be included at the discretion of the City Engineer. Typically, they are located on roads with speed limits forty-five (45) mph or greater when there are no controlled intersections over the previous mile. All flashing beacon assemblies shall meet all Caltrans and California MUTCD requirements.

9.18 MISCELLANEOUS APPURTENANCES
A. BICYCLE DETECTOR LOOPS - Shall be included for all approaches unless otherwise covered by an MSVDS detection system or as specified by the City Engineer.

B. AUDIBLE ACCESSIBLE PEDESTRIAN SIGNALS (APS) - For the blind shall be required at new intersections and existing intersections that are being modified. APS shall conform to the latest edition of State Standard Specifications, City’s Authorized Material List, and latest MUTCD requirements. The APS system shall include two (2) wire push buttons and pedestrian head control units. The APS shall:

1. Utilize both a vibrating arrow button and audible sounds.

2. All sounds shall be emanating from the back and front of the unit or in accordance with the latest ADA requirements for APS equipment.

3. Provide a visual, tactile, and audible confirmation that the button has been pushed.

4. Provide a total of up to ten (10) walk sound options.

5. Provide a choice of four (4) locating tones including Canadian Melody or verbal countdown.

6. Vibrate on the Walk indication.

7. Provide the capacity to set volume minimum and maximums for sounds.

8. Provide an extended push button feature to boost and/or turn volumes. 366
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9. Provide for customized audio messages, firmware updates and configuration settings, which can be uploaded wirelessly, e.g., via Bluetooth using Windows or IOS.

10. Provide for an independent ambient adjustment setting for the location tone for low ambient noise conditions.

11. Be vandal resistant.

12. Additional pedestrian push buttons on medians of four or more lane roads may be required to be installed by the City where the center median/pedestrian refuge area is a minimum six (6) feet in width.

13. Pedestrian signal heads shall be installed per Section 9.03 of this Design Standard document.

14. Additional technical traffic signal specifications are located in the City Standard Specifications, Division IV, City Standard Construction Specifications, Section 21.

9.19 RESERVED

9.20 RESERVED

9.21 PREPARATION OF PLANS
Traffic signal plan sheets shall conform to Section 2 of these Design Standards, including submittal requirements, AutoCAD files, etc. Signal plans can be part of a larger Improvement Plan set. Traffic signal plans shall have a title sheet followed by a signal and listing sheet for each intersection. Signing, striping, and interconnect information may be included on the signal and lighting sheets, or may be included on separate sheets, depending on ease or readability. The format, symbols, and content shall follow the recommendations as outlined in Section 2 of these Design Standards, the California MUTCD and State Standard Plans.

Plans shall include:

A. TITLE SHEET - The title sheet shall include the following:

1. Title of project, which shall include the location.

2. A vicinity map (not required to be to scale) with north arrow.

3. Pertinent signature blocks and revision block.

4. A legend for symbols not found in the Standard plans (e.g., Utility lines, etc.).

5. Below the legend, place the following note: Note: See Caltrans Standard Plans ES1a and ES-1b for explanation of other symbols.

6. General notes and construction notes.

7. Name, addresses, and phone numbers for the utility companies and City Services.

B. SIGNAL AND LIGHTING SHEET - The signal and lighting sheet shall be drawn at a scale of one-inch equals twenty feet (1" = 20'), and shall include the following:
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1. A north arrow.

2. The plan shall be orientated to show the major street to be laid out horizontally on the plan sheet, with the north arrow to be either pointed up or to the right.

The phase diagram shall show phases per the California MUTCD with Phase 2 to be for eastbound traffic and the remainder of phases in regular NEMA order, unless otherwise directed by the City Engineer.

3. Existing and proposed field conditions which include, but are not limited to, the following: underground and overhead utilities, driveways, fire hydrants, poles, signs, fences, streetlights, edge of pavement, curb and gutter, sidewalk, right-ofway line, P.U.E.’s, roadway striping, medians, centerline, pull boxes, wheelchair ramps, trees (particularly those needing trimming), adjacent topography, etc.

Existing field conditions, appurtenances, etc., shall be dashed and screened.

Proposed construction shall be solid and bold.

4. Complete traffic signal design, including but not limited to, the following: conduit runs, detector loops with input designations, detector handholes, vehicle and pedestrian signals (with phase designation), luminaries, pedestrian push buttons (with phase designation), controller, service pedestal, service point, emergency vehicle detectors, signing, striping, interconnect, and location for phone line service.

5. On a separate sheet the service equipment schedule and wiring diagram with legend, pole and equipment schedule, and conductor and conduit schedule. The schedule shall include rows showing percent fill values, and conduit quantity/size.

6. Phasing for emergency vehicle/transit vehicle preemption (and railroad preemption where applicable). Protected left turn phases shall be combined with the concurrent through movement during GPSTS preemptions.

7. Conduit shall not be shown to pass through detector loops.

8. Right-of-way lines and easements to be shown on all plans.

9. All submittals for review shall be electronic and be in accordance with the requirements of Section 2 of these Design Standards, Improvement Plans and Specifications. Subsequent submittal shall include all comments from previous submittals with responses to the comments and revisions to the submittals.

C. UTILITY RELOCATION PLAN (as required) - Shall show all existing and proposed underground and overhead utilities.

D. STRIPING AND SIGNING PLAN (40, 50, or 100 scale) - Shall include all existing signs, curb and pavement markings, and shall show disposition of each (removal, relocate or remain). Plan shall also show all necessary parking removal signs and curb markings.

E. SIGNAL INTERCONNECT PLAN (as necessary).

F. CIVIL PLAN (20 or 40 scale) - To include all paving, structural section, concrete, drainage, sanitary sewer, and earthwork items.

G. SIGNAL HARDWARE - Draft special provisions as part of the design submittal are to be provided to the City for review. All hardware shall be as listed in the City’s 368
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Authorized Material List. If alternate equal equipment is proposed for City consideration, said equipment technical specifications and details shall be included in the draft special provisions or submittal of Developer Improvement Plans. 369
Attachment 3
Community Development Department

ENGINEERING DIVISION
Standard Specifications
2026
Division II
Private Development Standards
370
371
The document is accessible from our web site at: Documents Link Private Development Standards – Division II
Approved Document Revisions
Revision
No. Date Section No. Brief Description
1 2
3 4
5 6
7 8
9 10
372

Reserved, (previously General Conditions). The General Conditions was removed from the City Standard Specifications in September 2025. Contact City of West Sacramento, Capital Projects Department, Engineering Division for additional information, (916) 815-4890 or [email protected]. The Standard Construction Specifications, (Division IV), specify construction materials and methods for improvements constructed within public rights-of-way and easements and other improvements for which the Development Engineering Division of the Community Development Department is responsible for performing plan checking. The Standard Details, (Division V), include specific designs, depicting dimensions, materials and configurations of various standard improvements unless otherwise superseded by specific requirements and details of an approved City Specific Plan Area.

TABLE OF CONTENTS
SECTION 1 GENERAL INFORMATION.....................................................................................................2

1.01 PURPOSE.................................................................................................................................2 SECTION 2 DESIGN REQUIREMENTS .....................................................................................................3

2.01 PAVEMENT AND STRUCTURAL SECTION REQUIREMENTS......................................................3

2.02 STORM DRAINAGE DESIGN REQUIREMENTS ..........................................................................3

2.03 SANITARY SEWER DESIGN REQUIREMENTS............................................................................5

2.04 WATER SYSTEM DESIGN REQUIREMENTS ..............................................................................5 375
Division II - Page 1

PRIVATE DEVELOPMENT STANDARDS
1/21/26

DIVISION II

PRIVATE DEVELOPMENT STANDARDS
376
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SECTION 1 GENERAL INFORMATION
1/21/26
SECTION 1

GENERAL INFORMATION

1.01 PURPOSE
This Division specifies design and construction requirements for site improvements constructed on private property within the City of West Sacramento.

The purpose of applying the City of West Sacramento Standard Specifications to private site developments is to ensure that minimum standards of construction are maintained to protect the health, safety, and general welfare of the public. These standards are intended to minimize the potential of:
 Contamination to the potable water system by cross-connections;  Ground water intrusion into the sanitary sewer and storm drainage systems;  Ground water contamination resulting from leakage of sanitary sewer systems;  Damage to habitable structures caused by flooding; and  Structural failure of pavement area subjected to vehicle loads. 377
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SECTION 2

DESIGN REQUIREMENTS

2.01 PAVEMENT AND STRUCTURAL SECTION REQUIREMENTS
A. PAVEMENT STRUCTURAL SECTION design by a Soils Engineer shall be required on all private development projects. The design for structural sections shall be part of a Soils Report. The report shall be submitted as a PDF file per the requirements listed in Division I, Design Standards, Section 2 of these Standard Specifications and include recommendations for natural subgrade, geotextile fabric, subbase, base, pavement compaction and thickness, and other requirements to achieve design strength of the proposed pavement.

B. THE MINIMUM TRAFFIC INDEX (T.I.) required for on-site (non–roadway) pavement structural sections subjected mainly to non-commercial vehicular traffic shall be fourpoint-zero (4.0). The minimum traffic index (T.I.) required for on-site pavement structural sections subjected mainly to truck traffic shall be six-point-zero (6.0).

However, it is recommended that the developer/owner of the project design and construct a pavement structural section that provides maximum strength and durability for the projects’ anticipated traffic loads.

C. THE MINIMUM CROSS-SLOPE of all pavement shall be one (1) percent.

D. THE SOILS ENGINEER SHALL be on-site to monitor parking lot grading and to certify compaction and thickness of all components of the pavement structural section.

E. WRITTEN CERTIFICATION OF PAVEMENT grade by a California Registered Civil Engineer or Licensed Land Surveyor and written certification of the structural section and compaction by a California Registered Geotechnical Engineer shall be required prior to the issuance of a Certificate of Occupancy. A Certificate of Occupancy will not be issued for any building if the pavement structural section or compaction does not conform to the requirements specified in the Soils Report.

NOTE: Pavement and Structural Section requirements shall not apply to single-family homes and duplexes driveways and private parking areas.

2.02 STORM DRAINAGE DESIGN REQUIREMENTS
A. STORM DRAIN RUN-OFF FROM paved surfaces on-site and outside the City rights-ofway shall be routed to the City underground storm drain system via on-site catch basins and an underground system. No surface run-off shall be routed to an adjoining private property unless specifically approved by the City in writing and authorized by a reciprocal drainage and maintenance easement or agreement. The pavement at the driveway entrance(s) to the project may be constructed so as to allow storm drainage to cross the driveway apron provided that the high point of the pavement is situated a maximum distance of thirty (30) feet measured from the back of driveway apron or 378
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sidewalk. In order to contain storm drainage run-off in the street, the pavement at the parking lot entrance may be crowned a maximum height of six (6) inches.

B. ROOF DRAINS SHALL NOT BE discharged through the public street curb but shall be dissipated in the landscape area close to the building if greater than ten (10) feet from the public sidewalk or connected directly to the on-site underground storm drain system. Landscaped areas may sheet drain over the public sidewalk, curb, and gutter.

C. THE FINISHED FLOOR ELEVATION of all habitable areas of commercial, industrial, and multi-family residential structures shall be at least twelve (12) inches above the onehundred-year (100) frequency storm hydraulic grade line elevation as determined by a storm drainage analysis. If such analysis is waived by the City Engineer, the finished floor elevation shall be a minimum of twelve inches above the highest top of street curb elevation along the frontage of the site. In the absence of street curbs, the elevation of the crown of street shall be used.

D. THE DESIGN OF ALL UNDERGROUND storm drain systems including their appurtenances within the building site property and up to within five (5) feet of the building shall conform to Division I, Section 4 of the City of West Sacramento Standard Specifications except for the following additions and modifications:

1. Section 4.03B (4.); Design Criteria - The minimum inside diameter of on-site storm drainage pipe shall be six (6) inches.

2. Section 4.05A; Cover Requirements - Pipe depths, other than RCP, to finish grade and/or subgrade shall be in conformance with the specifications of the pipe manufacturer.

3. Section 4.06A (2.); Manholes - All on-site storm drain manholes shall be constructed in accordance with the Standard Details. There are no City requirements for the spacing of on-site storm drain manholes. However, future maintenance and accessibility should be considered during design of the system.

4. Section 4.06B; Junction Boxes - Junction boxes for on-site drainage shall be reinforced concrete and shall conform to the Standard Details.

5. Section 4.06.D; Catch Basins/Inlets - Drain inlets for on-site storm drainage shall be twelve (12) inches in the least dimension. The maximum area draining into one inlet shall be two (2) acres. All inlets for on-site use that are not included in the Standard Details shall be clearly shown and dimensioned on the plans. All grates shall be designed to provide adequate safety for automobile traffic, bicycles, and pedestrians.

6. Section 4.06F; Valley Gutters - Valley gutters may be used for on-site drainage provided that a minimum slope of 0.0032 feet per foot is maintained.

7. On-site underground storm drainage systems may be shown in plain view only, unless otherwise requested by the City Engineer.

8. The hydraulic grade line elevations for the design storm of Section 4.02 shall be shown on the site improvements plans at all locations of on-site drain inlets, catch 379
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basins, and manholes wherever the hydraulic grade lines are above the top of the pipe.

9. The Consulting Engineer shall be responsible for designing a grading plan, which ensures that storm waters flow through a development in a manner that will not flood habitable structures in the event of malfunction or overloading of the drainage system.

10. All storm drainage calculations shall be signed and stamped by a California Registered Civil Engineer prior to approval by the City.

11. On-site private temporary storm drainage inlets shall conform to Standard Detail #801.

E. THE DESIGN AND CONSTRUCTION of all storm drain systems shall be prepared and constructed in conformance with latest edition of the City Storm Drain/Storm Water Master Plan requirements, CA Phase II MS4 Permit Requirements, Southport Drainage Master Plan (when appropriate), and City Stormwater LID and City PostConstruction Standards Plan documents.

2.03 SANITARY SEWER DESIGN REQUIREMENTS
A. THE DESIGN OF ALL UNDERGROUND sanitary sewer systems, including their appurtenances within the building site property and up to within five feet of the building shall conform to Division I, Section 5 of the City of West Sacramento Standard Specifications except for the following modifications and additions:

1. Section 5.02A; Pipe Diameter - The minimum size of any residential on-site sanitary sewer main shall be four (4) inches in diameter.

2. Section 5.03D; Pipe Cover and Clearances - Pipe depths to finish grade and/or subgrade must be in conformance with the specifications of the pipe manufacturer.

3. Section 5.03G; Appurtenances - All on-site sanitary sewer manholes shall be constructed in accordance with the Standard Details. There are no City requirements for the spacing of on-site sanitary sewer manholes. However, future maintenance and accessibility should be considered.

4. All Sanitary Sewer Design Calculations shall be signed and stamped by a California Registered Civil Engineer prior to approval by the City.

2.04 WATER SYSTEM DESIGN REQUIREMENTS
A. THE DESIGN OF ALL UNDERGROUND water systems, including their appurtenances within the building site property and up to within five feet of the building, shall conform to Division I, Section 6 of the City of West Sacramento Standard Specifications except for the following modifications and additions:
380
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1. Section 6.02E; Sizes - There are no City requirements for minimum size of on-site water mains. Water mains shall be sized to meet domestic, fire sprinkler, and fire flow requirements as determined by the Design Engineer.

2. Section 6.02M; Cover Requirements - Minimum cover over private fire mains shall not be less than thirty-six (36) inches beneath paved sections subject to vehicle traffic loads and not less than forty-eight (48) inches under railroad tracks as measured from the top of pipe to finish grade.

3. On-site fire lines - The Community Development Department Engineering Division will plan check and inspect the portion of the underground fire line from the tap at the City main up through and including the last bell at the downstream end of the backflow device. All on-site fire suppression infrastructure will be plan checked and reviewed by the City Building Department.

4. Backflow Certifications - All backflow devices inspected by the City Inspector shall be tested and approved by a certified tester on the “Backflow Testers List” published by the Construction Inspection Division of the Capitol Projects Department prior to any permit final or Certificate of Occupancy.

5. On-site fire hydrants - On-site fire hydrants shall be jointly inspected and approved by the Construction and Facilities Development Division of Capital Projects Department, the Building Inspection Division of the Community Development Department, the Fire Department. In addition, the GIS and Mapping Section of Capital Projects Department is required to complete a survey of on-site fire hydrant locations prior to any permit final or Certificate of Occupancy. Onsite hydrants shall conform to these City Design Standards, Standard Construction Specifications and Standard Details.
381
Attachment 4
Community Development Department

ENGINEERING DIVISION
Standard Specifications
2026
Division IV
Standard Construction Specifications
382
383
The document is accessible from our web site at: Documents Link Standard Construction Specifications – Division IV
Approved Document Revisions
Revision
No. Date Section No. Brief Description
1 2
3 4
5 6
7 8
9 10
384

INTRODUCTION
The City Council of the City of West Sacramento approved these Standard Specifications on January 21, 2026, by the adoption of Resolution No. 26-04 This document represents the third formal full revision to the Standard Specifications.

These Standard Specifications consist of the following Divisions:

Division I: Design Standard
Division II: Private Development Standards
Division III: Reserved
Division IV: Standard Construction Specifications
Division V: Standard Details
The Design Standards provide requirements for the design and preparation of plans for the construction of various improvements within public rights-of-way and easements and other improvements for which the Development Engineering Division of the Community Development Department is responsible for performing plan checking. The Private Development Standards specify the design and construction of various private development improvements, including pavement and roadway improvement requirements, underground water, sanitary sewer, and storm drainage systems. The General Conditions have been removed from the Standard Specifications in August 2025. Contact City of West Sacramento Capital Projects Department, Engineering Division for additional information, (916) 815 4980 or [email protected]. The Standard Construction Specifications specify construction materials and methods for improvements constructed within public rights-ofway and easements and other improvements for which the Development Engineering Division of the Community Development Department is responsible for performing plan checking. The Standard Details include specific designs, depicting dimensions, materials and configurations of various standard improvements unless otherwise superseded by specific requirements and details of an approved City Specific Plan Area.

TABLE OF CONTENTS
SECTION 1 GENERAL CONDITIONS .........................................................................................................2

1.01 PURPOSE...........................................................................................................................................2

1.02 ABBREVIATIONs ................................................................................................................................2

1.03 DEFINITIONS .....................................................................................................................................4

1.04 CHANGES IN THE WORK ...................................................................................................................6

1.05 DIFFERING SITE CONDITIONS............................................................................................................6

1.06 GUARANTEE......................................................................................................................................7

1.07 AUTHORITY OF THE ENGINEER .........................................................................................................7

1.08 PERMITS AND REGULATIONS............................................................................................................8

1.09 COOPERATION OF CONTRACTORS....................................................................................................8

1.10 SUPERINTENDENCE...........................................................................................................................8

1.11 INSPECTION OF THE WORK...............................................................................................................9

1.12 TESTS...............................................................................................................................................10

1.13 REMOVAL OF REJECTED OR UNAUTHORIZED WORK OR MATERIALS.............................................11

1.14 EQUIPMENT AND PLANTS...............................................................................................................11

1.15 USE OF COMPLETED PORTIONS. RIGHT TO OPERATE UNSATISFACTORY EQUIPMENT OR FACILITIES ...................................................................................................................................................12

1.16 MATERIALS .....................................................................................................................................12

1.17 STORAGE OF MATERIALS ................................................................................................................13

1.18 TRADE NAMES AND ALTERNATIVES ...............................................................................................13

1.19 CERTIFICATE OF COMPLIANCE........................................................................................................14

1.20 COMPLANCE WITH LAWS – PERMITS, REGULATIONS, TAXES ........................................................14

1.21 UNDERGROUND UTILITIES..............................................................................................................15

1.22 WATER POLLUTION.........................................................................................................................17

1.23 PERMITS AND LICENSES..................................................................................................................18

1.24 CONTRACTOR LICENSE REQUIEMENTS...........................................................................................18

1.25 PUBLIC CONVENIENCE ....................................................................................................................19

1.26 CONTINUOUS OPERABILITY OF FACILITIES .....................................................................................26

1.27 SAFETY ............................................................................................................................................26

1.28 BLASTING ........................................................................................................................................28

1.29 PROTECTION OF PERSONS AND PROPERTY ....................................................................................28

1.30 RESPONSIBILITY FOR REPAIR OF FACILITIES....................................................................................29

1.31 CITY’S REPAIR..................................................................................................................................30

1.32 HISTORICAL, SCENTIFIC AND ARCHEOLOGICAL DISCOVERIES ........................................................30

1.33 INSURANCE AND BONDING ............................................................................................................30 387

1.34 NO PERSONAL LIABILITY .................................................................................................................31

1.35 PROTECTION OF WORK ..................................................................................................................31

1.36 SUSPENSION OF WORK...................................................................................................................32

1.37 ACCIDENTS......................................................................................................................................33

1.38 CLEAN-UP........................................................................................................................................33 SECTION 2 TESTING OF MATERIALS .....................................................................................................35

2.01 DESCRIPTION ..................................................................................................................................35 SECTION 3 EARTHWORK......................................................................................................................36

3.01 DESCRIPTION ..................................................................................................................................36

3.02 GRADE TOLERANCE.........................................................................................................................36

3.03 SUBGRADE STABILITY/DEFLECTION TEST .......................................................................................36

3.04 CLEANING OF STREETS....................................................................................................................36

3.05 EROSION CONTROL.........................................................................................................................36 SECTION 4 SLOPE PROTECTION (RIP-RAP) ............................................................................................37

4.01 SCOPE OF WORK.............................................................................................................................37

4.02 MATERIAL .......................................................................................................................................37

4.03 FOUNDATION PREPARATION..........................................................................................................37

4.04 PLACEMENT ....................................................................................................................................37 SECTION 5 ENGINEERING FABRICS.......................................................................................................38

5.01 DESCRIPTION ..................................................................................................................................38 SECTION 6 AGGREGATE SUBBASE ........................................................................................................39

6.01 DESCRIPTION ..................................................................................................................................39

6.02 MEASUREMENT AND PAYMENT.....................................................................................................39 SECTION 7 AGGREGATE BASE ..............................................................................................................40

7.01 DESCRIPTION ..................................................................................................................................40

7.02 MEASUREMENT AND PAYMENT.....................................................................................................40 SECTION 8 ASPHALT AND CONCRETE PAVEMENT.................................................................................41

8.01 ASPHALT PAVEMENT DESCRIPTION................................................................................................41

8.02 TACK COATS....................................................................................................................................41

8.03 ADJUSTMENT OF METAL CASTINGS ...............................................................................................41

8.04 MIX DESIGN ....................................................................................................................................41

8.05 SPREADING AND COMPACTING EQUIPMENT.................................................................................42

8.06 COMPACTING .................................................................................................................................42

8.07 FINISHING .......................................................................................................................................43

8.08 QUALITY ASSURANCE TESTING .......................................................................................................43

8.09 SMOOTHNESS .................................................................................................................................44 388

8.10 JOINTS AND PAVEMENT EDGE TERATMENT...................................................................................45

8.11 TEMPORARY PAVEMENT ................................................................................................................46

8.12 EXISTING PAVEMENT......................................................................................................................46

8.13 HMA MEASUREMENT AND PAYMENT............................................................................................47

8.14 THROUGH 8-19 RESERVED..............................................................................................................47

8.20 PORTLAND CEMENT CONCRETE PAVING DESCRIPTION .................................................................48

8.21 MIX DESIGN ....................................................................................................................................48

8.22 SUBMITTALS ...................................................................................................................................48

8.23 PRE-PAVING MEETING....................................................................................................................49

8.24 CONSTRUCTION EQUIPMENT .........................................................................................................50

8.25 WEATHER LIMITATIONS..................................................................................................................50

8.26 CONDITION OF THE SUBGRAGE/SUBBASE......................................................................................50

8.27 JOINTS.............................................................................................................................................51

8.28 FORMATION OF JOINTS ..................................................................................................................51

8.29 CURING ...........................................................................................................................................52

8.30 CONCRETE PAVEMENT SMOOTHNESS ...........................................................................................53

8.31 ADDITIONAL PCC PAVING REQUIEMENTS ......................................................................................53

8.32 EXISTING CONCRETE PAVEMENT REPAIR .......................................................................................54

8.33 MEASUREMENT AND PAYMENT.....................................................................................................54 SECTION 9 STABILIZED SOIL .................................................................................................................55

9.01 GENERAL.........................................................................................................................................55

9.02 MATERIALS .....................................................................................................................................56

9.03 CONSTRUCTION ..............................................................................................................................56

9.04 LIME STABILIZED SOIL .....................................................................................................................58

9.05 CEMENT STABILIZED SOIL (CSS) ......................................................................................................62 SECTION 10 ADJUSTMENT OF CASTINGS..............................................................................................67

10.01 DESCRIPTION ..............................................................................................................................67

10.02 ADJUSTMENT..............................................................................................................................67

10.03 MEASUREMENT AND PAYMENT .................................................................................................67 SECTION 11 CONCRETE CURB, GUTTER, SIDEWALK AND DRIVEWAYS....................................................68

11.01 DESCRIPTION ..............................................................................................................................68

11.02 INSTALLATION.............................................................................................................................68

11.03 MEASUREMENT AND PAYMENT .................................................................................................69 SECTION 12 TRENCH EXCAVATION AND BACKFILLING ..........................................................................71

12.01 DEFINITIONS ...............................................................................................................................71

12.02 TRENCH EXCAVATIONS ...............................................................................................................71 389

12.03 TRENCHES ...................................................................................................................................72

12.04 BRACING (OR SHORING) EXCAVATIONS .....................................................................................73

12.05 PIPE BEDDING .............................................................................................................................73

12.06 BACKFILL .....................................................................................................................................74

12.07 COMPACTION METHODS............................................................................................................75

12.08 BACKFILL PLACEMENT REQUIREMENTS......................................................................................75

12.09 BACKFILL MATERIALS..................................................................................................................76

12.10 MEASUREMENT AND PAYMENT .................................................................................................77 SECTION 13 STORM DRAINAGE............................................................................................................78

13.01 PURPOSE.....................................................................................................................................78

13.02 DEFINITIONS ...............................................................................................................................78

13.03 CLEANING, INSPECTION, AND TESTING PRIOR TO FINAL ACCEPTANCE .....................................82

13.04 MEASUREMENT AND PAYMENT .................................................................................................82 SECTION 14 SEWERS ...........................................................................................................................84

14.01 DESCRIPTION ..............................................................................................................................84

14.02 MATERIALS..................................................................................................................................84

14.03 INSTALLATION.............................................................................................................................86

14.04 MEASUREMENT AND PAYMENT ...............................................................................................100 SECTION 15 WATER DISTRIBUTION....................................................................................................102

15.01 DESCRIPTION ............................................................................................................................102

15.02 MATERIALS................................................................................................................................102

15.03 INSTALLATION...........................................................................................................................107

15.04 EXISTING WATER MAINS AND SERVICE ....................................................................................112

15.05 PROCESS WATER.......................................................................................................................113

15.06 MEASUREMENTS AND PAYMENT .............................................................................................113 SECTION 16 LANDSCAPING................................................................................................................114

16.01 DESCRIPTION ............................................................................................................................114

16.02 PRESERVATION OF PROPERTY ..................................................................................................114

16.03 PERSONNEL...............................................................................................................................114

16.04 WEATHER..................................................................................................................................114

16.05 MATERIALS................................................................................................................................114

16.06 PLANTING .................................................................................................................................118

16.07 CLEANING UP............................................................................................................................121

16.08 MAINTENANCE PERIOD ............................................................................................................121

16.09 FINAL INSPECTION AND ACCEPTANCE......................................................................................123

16.10 GUARANTEE..............................................................................................................................124 390

16.11 MEASUREMENT AND PAYMENT ...............................................................................................124 SECTION 17 IRRIGATION SYSTEM.......................................................................................................125

17.01 DESCRIPTION ............................................................................................................................125

17.02 GENERAL ...................................................................................................................................125

17.03 CENTRAL CONTROL SPECIFICATIONS........................................................................................126

17.04 MATERIALS................................................................................................................................130

17.05 INSTALLATION...........................................................................................................................134

17.06 TESTING ....................................................................................................................................137

17.07 MEASUREMENT ........................................................................................................................138

17.08 PAYMENT..................................................................................................................................138 SECTION 18 STREETLIGHTING............................................................................................................140

18.01 DESCRIPTION ............................................................................................................................140

18.02 REGULATIONS AND CODES .......................................................................................................140

18.03 DEFINITIONS .............................................................................................................................140

18.04 LIGHT EMITTING DIODE (LED) LUMINAIRES .............................................................................141

18.05 POLES........................................................................................................................................141

18.06 CONDUIT...................................................................................................................................142

18.07 WIRING (CONDUCTORS) ...........................................................................................................142

18.08 PULL BOXES...............................................................................................................................143

18.09 EXISTING LIGHTING SYSTEMS ...................................................................................................143

18.10 EXISTING IMPROVEMENTS .......................................................................................................144

18.11 SALVAGED ELECTRICAL EQUIPMENT ........................................................................................144

18.12 CONDUIT INSTALLATION...........................................................................................................144

18.13 PULL BOX INSTALLATION ..........................................................................................................146

18.14 BACKFILL ...................................................................................................................................147

18.15 STREET LIGHT INSTALLATION....................................................................................................147

18.16 FOUNDATIONS..........................................................................................................................147

18.17 POLE INSTALLATION .................................................................................................................147

18.18 LUMINAIRE INSTALLATION .......................................................................................................148

18.19 ELECTRICAL WIRING..................................................................................................................148

18.20 TESTING ....................................................................................................................................149

18.21 SERVICE.....................................................................................................................................149

18.22 IDENTIFICATION NUMBERS ......................................................................................................150

18.23 RESERVED .................................................................................................................................150

18.24 RESERVED .................................................................................................................................150

18.25 MEASUREMENT AND PAYMENT ...............................................................................................150 391
SECTION 19 BUS SHELTERS................................................................................................................151

19.01 GENERAL ...................................................................................................................................151

19.02 ALLOYS AND COLORS................................................................................................................151

19.03 FINISH .......................................................................................................................................151

19.04 FRAME, VERTICAL SECTIONS ....................................................................................................151

19.05 FRAME, HORIZONTAL SECTIONS...............................................................................................152

19.06 CONNECTIONS AND FASTENERS...............................................................................................152

19.07 BASE MOUNTING......................................................................................................................153

19.08 WINDOW PANELS .....................................................................................................................153

19.09 ROOF.........................................................................................................................................154

19.10 BENCH.......................................................................................................................................155

19.11 DISPLAY HOLDER.......................................................................................................................156

19.12 LEANING RAIL ...........................................................................................................................157

19.13 CONCRETE SHELTER PAD COMPATIBILITY ................................................................................157

19.14 MEASUREMENT AND PAYMENT ...............................................................................................157 SECTION 20 TRAFFIC STRIPING, SIGNING AND PAVEMENT MARKINGS................................................158

20.01 THERMOPLASTIC TRAFFIC STRIPES AND PAVEMENT MARKINGS .............................................158

20.02 PAVEMENT MARKERS ...............................................................................................................160

20.03 MARKERS ..................................................................................................................................160

20.04 REMOVAL OF EXISTING TRAFFIC STRIPING AND PAVEMENT MARKINGS.................................160

20.05 REMOVAL OF EXISTING PAVEMENT MARKERS.........................................................................161

20.06 ROADWAY SIGNS ......................................................................................................................161

20.07 RETROFLECTIVE STREET NAME SIGNS ......................................................................................162

20.08 INTERNALLY ILLUMINATED STREET NAME SIGNS.....................................................................162

20.09 PREQUALIFIED AND TESTED SIGNING AND DELINEATION MATERIALS ....................................162

20.10 MEASUREMENT AND PAYMENT ...............................................................................................163 SECTION 21 TRAFFIC SIGNAL .............................................................................................................165

21.01 DESCRIPTION ............................................................................................................................165

21.02 REGULATIONS AND CODES .......................................................................................................165

21.03 EQUIPMENT LIST AND DRAWINGS ...........................................................................................165

21.04 MAINTAINING EXISTING AND TEMPORARY ELECTRICAL SYSTEMS ..........................................166

21.05 EXISTING IMPROVEMENTS .......................................................................................................167

21.06 MEASUREMENTS AND PAYMENT .............................................................................................167

21.07 EXCAVATING AND BACKFILLING ...............................................................................................167

21.08 FOUNDATIONS..........................................................................................................................167

21.09 STANDARDS, STEEL PEDESTALS AND POSTS .............................................................................168 392

21.10 CONDUIT...................................................................................................................................169

21.11 PULL BOXES...............................................................................................................................171

21.12 CONDUCTORS AND WIRING .....................................................................................................172

21.13 SIGNAL INTERCONNECT SYSTEM ..............................................................................................174

21.14 SERVICE.....................................................................................................................................177

21.15 NUMBERING ELECTRICAL EQUIPMENT.....................................................................................177

21.16 CONTROLLER ASSEMBLY...........................................................................................................177

21.17 LIGHT EMITTING DIODE VEHICLE SIGNAL MODULES................................................................179

21.18 LIGHT EMITTING DIODE PEDESTRIAN SIGNAL FACE MODULES................................................179

21.19 PROGRAMMED VISIBILITY VEHICLE TRAFFIC SIGNAL HEADS....................................................180

21.20 PEDESTRIAN SIGNALS AND PUSH BUTTONS.............................................................................180

21.21 TRAFFIC DETECTION..................................................................................................................181

21.22 EMERGENCY/TRANSIT VEHICLE PRE-EMPTION SYSTEM...........................................................182

21.23 LUMINAIRES..............................................................................................................................183

21.24 PHOTOELECTRIC CONTROLS .....................................................................................................183

21.25 RESERVED .................................................................................................................................183

21.26 RESERVED .................................................................................................................................183

21.27 RESERVED .................................................................................................................................183

21.28 RESERVED .................................................................................................................................183

21.29 RESERVED .................................................................................................................................183

21.30 TESTING ....................................................................................................................................184

21.31 AS-BUILTS..................................................................................................................................184

21.32 SCHEDULE OF VALUES ..............................................................................................................185

21.33 REMOVING, REINSTALLING OR SALVAGING ELECTRICAL EQUIPMENT.....................................186

21.34 DISPOSING OF ELECTRICAL EQUIPMENT ..................................................................................186

21.35 PAYMENT..................................................................................................................................186 SECTION 22 DEWATERING.................................................................................................................188

22.01 DESCRIPTION ............................................................................................................................188

22.02 WATER CONTROL PLAN ............................................................................................................188

22.03 CONTRACTOR QUALIFICATIONS ...............................................................................................190

22.04 OPERATIONAL MONITORING AND REPORTING........................................................................190

22.05 PUBLIC OUTREACH....................................................................................................................190

22.06 POST-DEWATERING MONITORING...........................................................................................191

22.07 POST-DEWATERING DEMOBILIZATION.....................................................................................191 393

LIST OF TABLES
TABLE 9-1 - STABILIZED SOIL REQUIREMENTS FOR ACCEPTANCE..............................................................................24 TABLE 9-2 - QC TESTING FREQUENCIES ..............................................................................................................28 TABLE 9-3 LIME QUALITY .................................................................................................................................28 TABLE 9-4 - LIME GRADATION...........................................................................................................................28 TABLE 9-5 - MIXED MATERIAL GRADATION..........................................................................................................30 TABLE 9-6 - QC TESTING FREQUENCIES ..............................................................................................................32 TABLE 9-7 - CEMENT STABILIZED SOIL GRADATION................................................................................................33 394
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STANDARD CONSTRUCTION SPECIFICATIONS
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DIVISION IV

STANDARD CONSTRUCTION SPECIFICATIONS
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1.01 PURPOSE
The purpose of these Standard Construction Specifications is to provide certain minimum standards of materials and methods of construction, repair or alteration of improvements located within public rights-of-way, or easements and other improvements for which the Development Engineering Division of the Community Development Department, is responsible for plan checking and the Construction Management and Facilities Development Division of the Capital Project Department is responsible for construction inspection. These improvements include, but are not limited to, grading, streets, sanitary sewer facilities, storm drainage facilities, water distribution facilities, streetlights, traffic signals, landscaping, irrigation and other improvements. Any item not included in these Standard Construction Specifications and Standard Drawings shall be constructed in accordance with the latest edition of the State of California, Department of Transportation, Standard Specifications and Standard Plans (State Standard Specifications and Standard Plans). In the event of conflict between these Standard Construction Specifications and Standard Drawings and the State Standard Specifications and Plans, these Standard Construction Specifications and Standard Drawings shall govern.

Definitions of various terms within the City Standard Construction Specifications shall be in accordance with the State Standard Specifications and as modified by Section 1 of the Design Standards (Division 1) and Section 1.02 DEFINITIONS, below of these City Standard Specifications.

Unless otherwise excluded or superseded by specific City Capital Improvement Project technical specifications or special provisions, these Standard Construction Specifications shall apply to all materials and methods of construction for work performed either under direct contract with the City of West Sacramento, City approved land development plans, or for work performed under contract with other parties for future acceptance by the City for maintenance and/or operations.

1.02 ABBREVIATIONs
The following abbreviations supplement and modify the Abbreviations in the State Standard Specifications Section 1-1.06 and shall be used in these Standard Construction Specifications:

AA Aluminum Association
AASHTO American Association of State Highway/Transportation Officials ABMA American Boiler Manufacturer's Association
ACI American Concrete Institute
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AFBMA Anti-Friction Bearing Manufacturers Association
AGA American Gas Association
AGC Associated General Contractors
AGMA American Gear Manufacturer's Association
AI The Asphalt Institute
AIA American Institute of Architects
AIEE American Institute of Electrical Engineers
AISC American Institute of Steel Construction
AISI American Iron and Steel Institute
ANSI American National Standards Institute, Inc.

APA American Plywood Association
API American Petroleum Institute
APWA American Public Works Association
ARA American Railway Association
AREA American Railway Engineering Association
ASCE American Society Civil Engineers
ASHRAE American Society of Heating, Refrigeration and Air Conditioning Engineers ASME American Society of Mechanical Engineers
ASTM American Society for Testing and Materials
AWG American Wire Gage
AWPA American Wood Preservers' Association
AWS American Welding Society
AWWA American Water Works Association
BHMA Builders Hardware Manufacturers Association
CCMTC California Concrete Masonry Technical Committee
CRSI Concrete Reinforcement Steel Institute
ETL Electrical Testing Laboratory
FS Federal Specification
ICBO International Conference of Building Officials
IEEE The Institute of Electrical and Electronics Engineers IES Illuminating Engineering Society
IPCEA Insulated Power Cable Engineers Association
JICS Joint Industry Conference Standards
MBMA Metal Building Manufacturer's Association
MSS Manufacturers Standardization Society of the Valve and Fitting Industry Standards
NBFU National Board of Fire Underwriters
NBS National Building Standards
NEC National Electrical Code
NEMA National Electrical Manufacturers Association
NFPA National Fire Protection Association
OSHA Occupational Safety and Health Act of 1970
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PCA Portland Cement Association
RWQCB CA Regional Water Quality Control Board
SMACNA Sheet Metal and Air Conditioning Contractor's National Association SSPC Steel Structures Painting Council
SSPWC Standard Specifications for Public Works Construction SWRCB CA State Water Quality Control Board
UBC Uniform Building Code
UL Underwriter's Laboratory
UMC Uniform Mechanical Code
UPC Uniform Plumbing Code
USAS The United States of America Standard Institute
USBR United States Bureau of Reclamation
USPHS United States Public Health Service
WCLIB West Coast Lumber Inspection Bureau
WIC Woodwork Institute of California

1.03 DEFINITIONS
In these City Standard Construction Specifications, the intent and meaning of the terms that are used shall be as defined in the City Design Standards (Div. I) of these Standard Specifications and State Standard Specifications, except as modified or added hereafter.

A. ACCEPTANCE - The formal acceptance by the City of Work completed under the approved City Encroachment Permit which has been completed in all respects in accordance with permit requirements, these Standard Construction Specifications and any approved modifications. Larger development projects may require acceptance by City Council formal acceptance.

B. AS- BUILT PLANS - Drawings prepared by the Developer or Contractor that document changes to, or deductions from the approved Plans which represent the Work constructed.

C. AGENCY - City of West Sacramento
D. AS APPROVED - The words “as approved” unless otherwise qualified, shall be understood as to be followed by the words “by the Engineer.” E. AS SHOWN, AND AS INDICATED - The words “as shown” and “as indicated” shall be understood to be followed by the words “on the Plans.”
F. COUNTY - County of Yolo.

G. DATUM - The figures given on the drawings after the word: “Elevation” or an abbreviation of it, shall mean U.S.G.S. datum unless otherwise noted.

H. ELEVATION - The figures given on the Plans after the word: “Elevation” or an abbreviation of it, shall mean the distance in feet above the standard Datum used by the City.
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I. FIELD INSTRUCTIONS OR FIELD ORDERS - Direction given in writing by the Engineer or designated representative.

J. HIS - “His” shall include “her”, “their”, and “its.” K. INSPECTOR OR CITY INSPECTOR - The person or persons authorized to act as agent(s) for the City in the inspection of the Work.

L. LABORATORY - Material Testing Laboratory authorized by the City Engineer or representative of the City to test materials or work completed dur the course of completing the construction project.

M. OR EQUAL - The term “or equal” shall be understood to indicate that the “equal” product be the equivalent or better than the product named in function, performance, reliability, quality, and general configuration. Determination of equality in reference to the project design requirements will be made by the Engineer.

N. PLANS OR DRAWINGS - The term “Plans or “Drawings” refers to the official City approved plans, profiles, cross sections, elevations, details, and other Working Drawings and supplementary drawings, or reproductions thereof, signed by the Engineer, which show the location, character, dimensions, and details of the work to be performed.

O. PLANT - All physical resources, facilities, machinery, equipment, staging, tools, work and storage space other than provided by the approved Development Agreement or Encroachment Permit, together with subsidiary essentials and necessary maintenance for proper construction and acceptable completion of the project.

P. PROJECT - The entire Work to be completed under the approved Development Agreement or Encroachment Permit.

Q. SHOP DRAWINGS - Drawings prepared by the fabricator or supplier showing the layout and details of components fabricated in a shop for inclusion in the permanent facility (e.g., structural steel, reinforcing steel, railings, electronic systems).

R. SITE - The area upon or in which the Contractor’s operations are carried on and such other areas adjacent thereto as may be shown on the City approved Construction Plans.

S. SPECIFICATIONS - The term “specifications” refers to the terms, provisions, and requirements contained herein this document. Where reference specifications, such as those of ASTM, AASHTO, etc., have been referred to, the applicable portions of such standard specifications shall become a part of these City approved Construction Plans.

T. SUBCONTRACTOR - The term “Subcontractor,” as employed herein, includes only those having a direct contract with the Contractor and it includes one who furnishes material worked to a special design according to the plans and specifications of the work, but does not include one who merely furnishes material not so worked and would be considered a supplier only.

U. WORK - All actions which the Contractor is contractually required to do as specified, indicated, shown, contemplated, or implied in the City approved Construction Plans or Encroachment Permit to construct the improvements, including all alterations, amendments, or extensions made by the Developer or Contractor that are approved 399
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by the City Engineer or other written orders or directives by the City. Unless specified otherwise in the City approve Construction Plans, the Work is further defined to include furnishing all materials, equipment, tools, labor, transportation, supervision, and all incidentals necessary to complete the Work.

V. WORKING DRAWINGS - Drawings furnished by the Contractor showing the layout and details of temporary construction procedures and methods of construction, and data for construction equipment which are to be employed in the construction of the permanent facility (e.g., form drawings, erection drawings, load test pile procedures, pile hammer data, etc.)
W. WRITTEN NOTICE - “Written Notice” shall be deemed to have been duly served when delivered in person to the individual or to a member of the firm or to an officer of the corporation for whom it is intended, or if delivered at or sent by U.S. mail to the last business address known to him who gives the notice as specified in the City approved Construction Plans or Encroachment Permit.

1.04 CHANGES IN THE WORK
A. The City may, at any time, by written order, make changes in the Work as deemed necessary by the Engineer. Such changes include, but are not limited to:

1. In the Plans or Specifications;

2. In the sequence, method, or manner of performance of the Work;

3. In the City-furnished facilities, equipment, materials, services, or site; and

4. Directing acceleration of the Work.

1.05 DIFFERING SITE CONDITIONS
The Contractor shall promptly, and before the following conditions are disturbed, notify the City in writing of any:

A. MATERIAL THAT THE CONTRACTOR believes may be material that is hazardous waste, as defined in Section 25110 of the Health and Safety Code, that is required to be removed to a Class I, Class II, or Class III disposal site in accordance with provisions of existing law; or
B. SUBSURFACE OR LATENT PHYSICAL conditions at the Site differing from those indicated on the City approved Construction Plans; or
C. UNKNOWN CONDITIONS AT THE Site of any unusual nature, different materially from those ordinarily encountered and generally recognized as inherent in work of the character provided for in the Contract.

The Engineer shall thereupon promptly investigate the conditions. If the Engineer finds that the construction does involve hazardous waste or does materially differ, the Developer and /or Contractor shall be directed to develop and submit a plan to the Engineer to resolve the issue and proceed with construction. Work impacted by the differing site conditions shall not proceed until such time as the submitted work plan is approved by the Engineer. The City nor the Engineer shall be liable or responsible for additional work, costs, or changes to the Work 400
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due to material difference between actual conditions and any geotechnical, soils, and other reports, surveys, and analyses made available for the Developer’s or Contractor’s review.

1.06 GUARANTEE
Unless otherwise provided in the Developer’s agreement requiring specific maintenance warranties or other requirements, the guarantees and warranties shall remain in effect for a period of one (1) year after final acceptance of the Work by the City.

A. THE CONTRACTOR unconditionally guarantees all materials and workmanship furnished hereunder and agrees to replace the same at its sole cost and expense, and to the satisfaction of the Engineer, any and all materials which may be defective or improperly installed during the guarantee period.

B. THE CONTRACTOR SHALL repair or replace, to the satisfaction of the Engineer, any or all such work that may prove defective in workmanship or materials, ordinary wear and tear excepted, together with any other work, which may be damaged or displaced in so doing.

C. IN THE EVENT OF FAILURE to comply with the above stated conditions within a reasonable time, the City is authorized to have the defect repaired and made good at the expense of the Contractor who will pay the costs and charges therefore immediately upon demand, including any reasonable management and administrative costs, and engineering, legal, and other consultant fees incurred to enforce this Section.

1.07 AUTHORITY OF THE ENGINEER
A. THE ENGINEER is the representative of the City and has full authority to interpret the City approved Construction Plans or Encroachment Permit requirements, to conduct the construction review and inspection of the Contractor’s performance, and to decide questions which arise during the course of the Work and his decisions on these matters, shall be final and conclusive. The Engineer has the authority to reject all work and materials which do not conform to the above documents and has the authority to stop the Work whenever such stoppage may be necessary to ensure the proper execution of the Work. The Engineer’s failure to stop the Work shall not obligate the City to accept defective or otherwise unacceptable work or otherwise affect the Engineer’s or City’s authority to reject work for any reason.

B. THE ENGINEER SHALL HAVE the authority to make minor variations in the Work from the requirements of the City approved Construction Plans or Encroachment Permit requirements. These may be accomplished by Field Order. Contractor shall comply promptly with all Field Orders.

C. ANY ORDER GIVEN BY the Engineer shall, on request of the Contractor, be given or confirmed by the Engineer in writing.

D. Whenever work, methods of procedure, or any other matters are made subject to direction or approval, such direction or approval will be given by the Engineer. 401
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1.08 PERMITS AND REGULATIONS
A. PERMITS AND LICENSES, of a temporary nature, necessary for the prosecution of the Work shall be secured and paid for by the Contractor.

B. THE CONTRACTOR SHALL give all notices and comply with all laws, ordinances, rules, and regulations bearing on the conduct of the Work as shown on the City approved Construction Plans or required by the City Encroachment Permit. If the Contractor performs any Work knowing it to be contrary to such laws, ordinances, rules, and regulations and without such notice to the Engineer, Contractor shall bear all costs arising therefrom.

1.09 COOPERATION OF CONTRACTORS
A. SHOULD CONSTRUCTION BE under way by other forces or by other contractors within or adjacent to the limits of the Work specified or should work of any other nature be under way by other forces within or adjacent to said limits, the Contractor shall cooperate with all such other contractors or other forces to the end that any delay or hindrance to their work will be avoided. The right is reserved to perform other or additional work at or near the Site (including material sources) at any time, by the use of other forces.

B. WHEN TWO (2) OR MORE CONTRACTORS are employed on related or adjacent work, each shall conduct his operation in such a manner as not to cause any unnecessary delay or hindrance to the other. Each contractor shall be responsible to the other for all damage to work, to persons, or property caused to the other by his operations, and for loss caused the other due to his unnecessary delays or failure to finish the work within the time specified for completion.

1.10 SUPERINTENDENCE
A. The Contractor shall designate in writing, before starting work, an individual as authorized representative who shall have the authority to represent and act for the Contractor. This authorized representative shall be present at the Site of the Work at all times while work is actually in progress on the Contract. When the Work is not in progress and during periods when the Work is suspended, arrangements acceptable to the Engineer shall be made for any emergency work, which may be required.

B. The Contractor is solely responsible, at all times, for the superintendence of the Work and for its safety and progress.

C. Whenever the Contractor or his authorized representative is not present on any particular part of the Work where it may be desired to give direction, orders will be given by the Engineer, which shall be received and obeyed by the superintendent or 402
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foreman who may have charge of the particular work in reference to which the orders are given.

D. Any order given by the Engineer, not otherwise required by the Plans or Specifications to be in writing, will, on request of the Contractor, be given or confirmed by the Engineer in writing.

1.11 INSPECTION OF THE WORK
A. Unless otherwise provided, all equipment, materials, and work shall be subject to inspection and testing by the Engineer. The Engineer will observe the progress and quality of the Work and determine, in general, if the Work is proceeding in accordance with the intent of the Contract Documents. The Engineer shall not be required to make comprehensive or continuous inspections to check the quality of the Work. The Engineer shall not be responsible for construction means, methods, techniques, sequences, or procedures, or safety precautions and programs in connection with the Work. Visits and observations made by the Engineer shall not relieve the Contractor of Contractor's obligation to conduct comprehensive inspections of the Work and to furnish proper materials, labor, equipment, and tools, and perform acceptable work, and to provide adequate safety precautions, in conformance with the intent of the Contract.

B. Whenever the Contractor varies the period during which work is carried on each day, the Contractor shall give due notice to the Engineer so that proper inspection may be provided. Any work done in the absence of the Engineer shall be subject to rejection. Proper facilities for safe access for inspection to all parts of the Work shall at all times be maintained for the necessary use of the Engineer and other agents of the City, and agents of the Federal, State, or local governments at all reasonable hours for inspection by such agencies to ascertain compliance with laws and regulations.

C. One or more inspectors may be assigned to observe the Work by the Engineer and to act in matters of construction. It is understood that inspectors shall have the power to issue instructions and make decisions within the limitations of the authority of the Engineer. Such inspection shall not relieve the Contractor of the Contractor's obligation to conduct comprehensive inspections of the Work, to furnish proper materials, labor, equipment and tools, and perform acceptable work, and to provide adequate safety precautions.

D. The Engineer and the Engineer’s representatives shall at all times have access to the Work wherever it is in preparation or progress, and the Contractor shall provide safe and convenient facilities for such access and for inspection. If the Specifications, the Engineer’s instructions, laws, ordinances, or any public authority require any material, equipment or work to be specifically tested or approved, the Contractor shall give the Engineer timely notice of its readiness for inspection, and if the inspection is by an authority other than the City, of the time fixed for inspection. Inspections by the Engineer will be made promptly and, where practicable, at the source of supply. 403
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E. Work performed without inspection may be required to be removed and replaced under proper inspection. In such instances, the entire cost of removal and replacing, including the cost of City-furnished materials used in the Work, shall be borne by the Contractor, regardless of whether or not the Work exposed is found to be defective.

F. The inspection of the Work shall not relieve the Contractor of the Contractor's obligation to complete all construction as required on the approved plans, or in any way alter the standard of performance provided by the Contractor, and defective work shall be made good and unusable materials may be rejected, notwithstanding that such work and materials have been previously overlooked by the Engineer and accepted or estimated for payment. If the Work or any part thereof shall be found defective, the Contractor shall, within ten (10) calendar days, make good such defect in a manner satisfactory to the Engineer. If the Contractor fails to make ordered repairs of defective work or to remove the condemned materials from the Work within ten (10) calendar days after written direction by the Engineer, the City may make the ordered repairs, or remove the condemned materials, and charge the Contractor for all such charges demanded by the City prior to final acceptance.

G. The Contractor shall furnish promptly, without additional charge, all facilities, labor and materials reasonably needed by the Engineer for performing all inspection and tests. Contractor shall be charged with any additional cost of inspection when material and workmanship are not ready at the time specified by the Contractor for its inspection.

H. Where any part of the Work is being done under an encroachment permit or building permit, or is subject to Federal, State, County or City codes, laws, ordinances, rules or regulations, representatives of the government agency shall have full access to the Work and shall be allowed to make any inspection or tests in accordance with such permits, codes, laws, ordinances, rules, or regulations. If advance notice of the readiness of the Work for inspection by the governing agency is required, the Contractor shall furnish such notice to the appropriate agency.

I. The Engineer may inspect the production of material, or the manufacture of products at the source of supply. Plant inspection, however, will not be undertaken until the Engineer is assured of the cooperation and assistance of both the Contractor and the material producer. The Engineer or the Engineer's authorized representative shall have free entry at all times to such parts of the plant as concerns the manufacture or production of the materials. Adequate facilities shall be furnished free of charge to make the necessary inspection. The City assumes no obligation to inspect materials at the source of supply.

1.12 TESTS
The Contractor shall perform, at the Contractor's own expense, all tests specified or required by the Plans or these Standard Construction Specifications. The Engineer may perform such tests as the Engineer deems necessary to determine the quality of work or compliance with 404
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Contract Documents. The Contractor shall furnish promptly without additional charge all facilities, labor, and material reasonably required for performing safe and convenient tests as may be required by the Engineer. All tests by the Engineer will be performed in such a manner as will not unnecessarily delay the Work. The Contractor shall not be required to reimburse the City for tests performed by the City or Engineer unless there is more than one failure. If samples of materials are submitted which fail to pass the specified tests, the Contractor shall pay for all subsequent tests.

1.13 REMOVAL OF REJECTED OR UNAUTHORIZED WORK OR MATERIALS A. All work or materials, which have been rejected, shall be remedied or removed and replaced by the Contractor in an acceptable manner and no compensation shall be allowed the Contractor for such removal, replacement, or remedial work.

B. Any work done beyond the lines and grades shown on the plans or established by the Engineer or any Extra Work done without written authority will be considered as unauthorized work. Upon order of the Engineer, unauthorized work shall be remedied, removed, or replaced at the Contractor’s expense.

C. Upon failure of the Contractor to comply with any order of the Engineer made under this Section, the City may cause rejected or unauthorized work to be remedied, removed, or replaced.

1.14 EQUIPMENT AND PLANTS
A. Only equipment and plants suitable to produce the quality of work and materials required will be permitted to operate on the Project.

B. Plants will be designed and constructed in accordance with general practice for such equipment and shall be of sufficient capacity to insure the production of sufficient material to carry the Work to completion within the time limit.

C. The Contractor shall provide adequate and suitable equipment and plants to meet the above requirements, and when ordered by the Engineer, shall remove unsuitable equipment from the Work and discontinue the operation of unsatisfactory plants.

Contractor shall, upon request of the Engineer, submit one or more lists identifying, by make, model number, Contractor ‘s identification number and empty gross weight, each piece of operable equipment used for the Work. Contractor shall, upon request of the Engineer, submit documentation establishing that any measuring device used for the Work has been tested and properly approved under California Test 109.D. In the case of termination of the Development Project before its completion for any cause whatsoever, the Contractor, if notified to do so by the City, shall promptly remove any part or all of his equipment and supplies from the property of the City. If the Contractor fails to do so, the City shall have the right to remove such equipment and supplies at the expense of the Contractor.
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1.15 USE OF COMPLETED PORTIONS. RIGHT TO OPERATE UNSATISFACTORY EQUIPMENT

OR FACILITIES
A. The City may, at any time, during the performance of the Work, enter the Work Site for the purpose of installing any necessary work by City labor or other contracts, and for other purpose in connection with the installation of facilities. In doing so, the City shall endeavor not to interfere with the Contractor and the Contractor shall not interfere with other work being done by or on behalf of the City.

B. If, prior to completion and final Acceptance of all the Work, the City takes possession of any structure or facility (whether completed or otherwise) comprising a portion of the Work with the intent to retain possession thereof (as distinguished from temporary possession contemplating the return to the Contractor), then, while the City is in possession of the same, the Contractor shall be relieved of liability for loss or damage to such structure other than that resulting from the Contractor's fault or negligence. Such taking of possession by the City shall not relieve the Contractor from any provisions of the approved Plans and these Standard Construction Specifications regarding such structure, other than to the extent specified in the preceding sentence, nor shall such taking constitute a final Acceptance of such structure or facility.

C. If, following installation of any equipment or facilities furnished by the Contractor, defects requiring correction by the Contractor are found, the City shall have the right to operate such unsatisfactory equipment or facilities and make reasonable use thereof until the equipment or facilities can be shut down for correction of defects without injury to the City.

1.16 MATERIALS
A. UNLESS OTHERWISE specifically stated in the City approved Construction Plans, the Contractor shall furnish all materials necessary for the execution and completion of the Work. Unless otherwise specified, all materials shall be new and shall be manufactured, handled, and installed in a workmanlike manner to ensure completion of the Work in accordance with the City approved Construction Plans. The Contractor shall, upon request of the Engineer, furnish satisfactory evidence as to the kind and quality of materials.

B. WHERE MATERIALS ARE to be furnished by the City, the type, size, quantity and location at which they are available will be stated in the City approved Construction Plans or as specified within a formal Developer agreement with the City.

C. MANUFACTURERS’ WARRANTIES, guarantees, instruction sheets and parts listed, which are furnished with certain articles or materials incorporated in the Work, shall be delivered to the Engineer before acceptance all work in the City approved Construction Plans and requirements of the City Encroachment Permit. 406
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1.17 STORAGE OF MATERIALS
Articles or materials to be incorporated in the Work shall be stored in such a manner as to ensure the preservation of their quality and fitness for the Work, and to facilitate inspection.

1.18 TRADE NAMES AND ALTERNATIVES
Whenever a material, article, system or sub-system is specified or described by using the name and/or model of a proprietary product or trademark or the name of the manufacturer or vendor, the specified item shall establish the type, function, and quality required. It shall be understood that the words “or approved equivalent” are implied whether or not they follow the proprietary enumeration.

The City reserves the right to determine when proprietary items have no equivalency, and when uniformity of operations, interchangeability of parts, standard parts inventory, etc., are in the City’s best interest.

Requests for review of equivalency will be considered upon submission of sufficient information as described herein, to allow complete review. Such requests shall not be accepted from anyone other than the Contractor. Such submission must be made prior to purchase, fabrication, manufacture or use of the equivalent items under consideration.

A. Contractor’s Risk. If the Contractor proposes any material, product or equipment that the Contractor considers equivalent to that specified, the Contractor assumes all risk of any sort associated with Acceptance or rejection of proposed equivalent items.

B. Submission Requirements. Each submission for equivalency review shall include:
a. Justification for use of the proposed equivalent item(s), including evidence, as applicable, that specified material, product or equipment is unobtainable or unobtainable within an acceptable time for reasonable construction completion; b. A description of the difference between specified item(s) and proposed equivalent item(s) and the comparative advantages and disadvantages of each; c. All relevant data addressing each specified parameter to show equivalency; d. A prediction of any effects the proposed change will have on operation and maintenance costs where applicable.

C. Equivalency. An item will be considered equivalent to the item specified if it is equal to or better in:
a. Design and strength in all sub-parts, quality, reliability and durability, operation, maintenance and serviceability, as applicable; and
b. Specified parameters in performance in all respects for the specific function(s) indicated in the contract.

D. Supplemental Requirements. Any tests required by the City to establish quality and performance standards shall be promptly conducted by or through the Contractor at no additional cost to the City. In addition, the Contractor shall:
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1. Submit any additional data requested by the Engineer for the equivalency review; and
b. Satisfactorily accomplish all changes, including any Engineering associated with use of equivalent items, at no additional cost to the City.

E. Equivalency Determinations. The Engineer shall be the sole judge as to equivalency determinations. The Engineer’s decision shall be final. The Contractor shall have no right of appeal to any decision rejecting the equivalency of any item.

1.19 CERTIFICATE OF COMPLIANCE
A. A Certificate of Compliance shall be furnished prior to the use of any materials for which the Plans or Specifications require that such a certificate be furnished. In addition, when so authorized in the Plans, the Engineer may permit the use of certain materials or assemblies prior to sampling and testing if accompanied by a Certificate of Compliance. The Certificate of Compliance shall be signed by the manufacturer of the material or the manufacturer of assembled materials and shall state that the materials involved comply in all respects with the requirements of the Contract. A Certificate of Compliance shall be furnished with each lot of material delivered to the Work and the lot so certified shall be clearly identified in the Certificate.

B. All materials used on the basis of a Certificate of Compliance may be sampled and tested at any time. The fact that material is used on the basis of a Certificate of Compliance shall not relieve the Contractor of responsibility for incorporating material in the Work which conforms to the requirements of the Contract Documents and any such material not conforming to such requirements will be subject to rejection whether in place or not.

C. The City reserves the right to refuse to permit the use of material on the basis of a Certificate of Compliance.

D. The form of the Certificate of Compliance and its disposition shall be as directed by the Engineer.

1.20 COMPLANCE WITH LAWS – PERMITS, REGULATIONS, TAXES
The Contractor is an independent contractor and shall, at the Contractor’s sole cost and expense, comply with all laws, rules, ordinances, and regulations of all governing bodies having jurisdiction over the Work, obtain all necessary permits and licenses therefore, pay all manufacturers’ taxes, sales taxes, use taxes, processing taxes, and all federal and state taxes, insurance, and contributions for social security and unemployment which are measured by wages, salaries, or any remuneration paid to Contractor’s employees, whether levied under existing or subsequently enacted laws, rules, or regulations. The Contractor shall also pay all property tax assessments on materials or equipment used until Acceptance by the City. If any discrepancy or inconsistency is discovered in the City approved Construction Plans in relation to any such law, rule, ordinance, regulation, order or decree, the Contractor shall 408
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forthwith report the same to the Engineer in writing. The Contractor shall also protect, defend, and indemnify the City in accordance with the insurance requirements required in the City Encroachment Permit against any claim or liability arising from or based upon the violation of any such law, rule, ordinance, regulation, order, or decree, whether by the Contractor or by its employees. Particular attention is called to the following:

A. WITHOUT LIMITATION, materials furnished and performance by Contractor hereunder shall comply with Safety Orders of the Division of Industrial Safety, State of California, Federal Safety regulations of the Bureau of Labor, Department of Labor, and any other applicable federal regulations.

B. THE CONTRACTOR, upon request, shall furnish evidence satisfactorily to the City and Engineer that any or all of the foregoing obligations have been or are being fulfilled.

The Contractor warrants to the City that he is licensed by all applicable governmental bodies to perform this Contract and will remain so licensed throughout the progress of the Work, and that he has, and will have, throughout the progress of the Work, the necessary experience, skill, and financial resources to enable him to perform this Contract. The same requirement applies to all levels of Subcontractors which the Contractor or Contractor’s Subcontractors contracts with who are used in the construction work under this Contract.

C. CONTRACTOR IS REQUIRED to ensure that material safety data sheets (MSDSs) for any material requiring a material safety data sheet pursuant to any federal or state law are available in a readily accessible place on the Project premises. Contractor is also required to ensure:

1. The proper labeling of any substance brought onto the Project premises by Contractor or any Subcontractors; and

2. That the person(s) working with the material, or within the general area of the material, are appropriately informed and instructed about the hazards of the substance and follow proper handling and protection procedures.

D. CONTRACTOR IS REQUIRED to comply with the provisions of California Health and Safety Code Section 25249.5 et seq. (Prop. 65), which requires the posting and giving of notice to persons who may be exposed to any chemical known to the State of California to cause cancer.

1.21 UNDERGROUND UTILITIES
A. IN ACCORDANCE WITH Government Code Section 4215, the Contractor shall exercise reasonable care and removing or relocating existing main or trunkline utility facilities which are not indicated in the City approved Construction Plans with reasonable accuracy, and for the equipment on the Project necessarily idled during such work, provided that the Contractor shall first notify the Engineer before commencing work on locating, repairing damage to, removing, or relocating such utilities.
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B. THE CONTRACTOR SHALL take all precautions necessary to protect the existing utilities within the project area. Any utilities damaged due to the Contractor’s negligence shall be repaired or restored to their original condition at the Contractor’s sole expense.

Existing utilities shall be kept in service during the life of the Contract unless relocation, reconstruction, abandonment, or outage is specifically authorized by the Engineer.

C. THE CONTRACTOR SHALL provide and maintain such temporary supports as may be necessary to preserve the functions of the various utility systems. No wires, conduits and/or pipes shall be removed until all services therein have been made inoperable.

D. THE CONTRACTOR SHALL notify the Engineer and appropriate Regional Notification Center for operators of subsurface installations at least two (2) working days, but not more than fourteen (14) calendar days, prior to performing excavation or other work close to any underground pipeline, conduit, duct, wire, and other structures. The Contractor shall provide updated information to the Notification Center as required and on a periodic basis. The Regional Notification Center includes but is not limited to the Underground Service Alert-Northern California (USA) at 811.

E. THE CONTRACTOR IS ADVISED that the State of California does not participate in USA.

The Contractor is required to notify Caltrans Permits Branch (916) 322-1297 for the location of state facilities.

F. THE CONTRACTOR SHALL not proceed with work until utility facilities involved have been located, disconnected, or otherwise adjusted by utility representatives.

G. THE CITY PUBLIC WORKS DEPARTMENT Utility Maintenance Division will make repairs to all City owned utilities damaged by the Contractor during the course of construction unless directed otherwise by the Engineer. The Contractor shall be required to pay all labor, material, and equipment costs incurred by the Utilities Maintenance Division for the repairs made to damaged water service laterals and water mains. The City will bill the Contractor for the repairs and the bills will be paid by the Contractor. The Contractor shall provide to the Engineer proof of payment of the repair bills prior to the issuance of final acceptance of the Work. The current labor and equipment rates for the City Public Works Department Utility Maintenance Division will be made available to the Contractor upon Contractor request at the preconstruction conference. The City shall have the right to deduct the total amount of any unpaid City repair bill from the money due or to become due the Contractor.

H. THE CONTRACTOR IS RESPONSIBLE for having a private Utility Locator mark the location of all underground facilities outside of the City street right-of-way prior to performing excavation or other work close to any underground pipeline, conduit, duct, wire, and other structures on any private property. Minor utilities with surface features (i.e., irrigation & electrical pull boxes) within and beyond the right-of-way should be located and marked by the Contractor if left unmarked by the utility purveyor.
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I. THE CONTRACTOR SHALL coordinate their activities in a manner that will provide the least interference with the City’s operations, other contractors and utility companies working in the area, and agencies exercising jurisdiction over the project area or portions thereof. Contractor shall be responsible for coordination of relocation or adjustments of any facilities within the project limits. At a minimum the Contractor shall coordinate their operations with the Underground Service Alert at 811 and all utilities referenced on the project construction plans.

1.22 WATER POLLUTION
The Contractor shall exercise every reasonable precaution to protect wetlands, streams, lakes, reservoirs, and canals from pollution with fuels, oils, bitumen, calcium chloride, and other harmful materials and shall conduct and schedule his operations so as to avoid or minimize muddying and silting of said wetlands, streams, lakes, reservoirs, and canals. Care shall be exercised to preserve vegetation beyond the limits of construction. The Contractor shall comply with Section 5650 of the California Fish and Game Code and all other applicable statutes and regulations relating to the prevention and abatement of water pollution.

Before starting any work on the project, the Contractor shall submit, for acceptance by the City Engineer, a Storm Water Pollution Prevention Plan (SWPPP) or Water Pollution Control Plan (WPCP) to control water pollution effectively during construction of the project. The SWPPP or WPCP shall show all water pollution control measures which the Contractor proposes to take in connection with the construction of the project to minimize the effects of construction runoff during operations. The Contractor shall not perform any clearing or grubbing or earthwork on the project, other than that specifically authorized in writing by the City Engineer, until the program has been accepted and implemented.

Submittal: Storm Water Pollution Prevention Plan (SWPPP) or Water Pollution Control Plan (WPCP) - depending on project size.

The provisions in Section 13 “Water Pollution Control” of the State Standard Specifications shall apply to this contract unless otherwise stated in the City approved Construction Plans.

The SWPPP or WPCP shall specify Best Management Practices (BMPs) that will prevent all construction pollutants from contacting storm water before, during, and post-construction with the intent of keeping all products of erosion from moving off site into receiving waters.

Work also includes complying with the project SWPPP or WPCP provisions and providing a current approved copy which shall be on site during the duration of the project at all times.

All work shall conform to City Standard Specifications and Details, the Caltrans Standard Specifications, the California Environmental Protection Agency, and as directed by the City Engineer.
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1.23 PERMITS AND LICENSES
A. THE CONTRACTOR SHALL procure all permits and licenses, pay all charges and fees, and give all notices necessary and incident to the lawful prosecution of the work. All permits and licenses shall be obtained in sufficient time to prevent delays to the Work.

The Contractor shall, at a minimum, possess and maintain the licenses and permits set forth on the approved plans or City Encroachment Permit.

B. THE CONTRACTOR SHALL possess a Class “A” General Engineering Contractor’s License in the State of California, unless shown on the approved plans or City Encroachment Permit.

C. THE CONTRACTOR IS responsible for obtaining a City of West Sacramento business license and furnishing a copy to the Engineer prior to the commencement of work.

D. THE CONTRACTOR IS responsible for obtaining a City Encroachment Permit to do the work and complying with all conditions and requirements of the permit.

E. THE CONTRACTOR IS responsible for obtaining a Caltrans Rider Encroachment Permit to do all work within Caltrans Right-of-Way and complying with all conditions and requirements of the permit.

F. THE CONTRACTOR IS responsible for obtaining a City Fire Hydrant Permit for construction water prior to construction. The permit for temporary construction water shall be obtained at the City Public Works office located at 4300 West Capitol Avenue, West Sacramento; Phone: (916) 617-4850. The Contractor shall be held to all responsibilities and conditions of the Fire Hydrant Permit and the Hydrant Meter Policy. The Fire Hydrant Permit will be provided to the Contractor upon payment of permit fees. All City equipment issued to the Contractor under the Fire Hydrant Permit shall be returned to the City prior to issuance of the Contract acceptance. All costs for repairing and/or replacement of any lost or damaged City equipment, including repair of hydrants damaged as a result of use by the Contractor, shall be paid prior to project acceptance. Contractor shall not leave hydrant meter unattended or leave meter on hydrant during non-working hours.

G. THE CONTRACTOR SHALL be responsible for submitting a completed Industrial Discharge Permit Application to Sacramento County Wastewater Source Control Section for all anticipated discharges of chlorinated water into the City sanitary sewer system. The permit application will require data on allowable flows into the system, times of discharge, concentrations of chlorine, etc. For information on obtaining an Industrial Discharge Permit Application contact Sacramento County Wastewater Source Control Section at (916) 876-6522.

1.24 CONTRACTOR LICENSE REQUIEMENTS

CONTRACTORS ARE REQUIRED BY LAW TO BE LICENSED AND REGULATED BY THE CONTRACTORS’ STATE LICENSE BOARD. ANY QUESTIONS CONCERNING A CONTRACTOR MAY BE REFERRED TO:
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DEPARTMENT OF CONSUMER AFFAIRS
CONTRACTORS’ STATE LICENSE BOARD
9821 BUSINESS PARK DRIVE
SACRAMENTO, CALIFORNIA 95827

MAILING ADDRESS
P.O. BOX 26000
SACARMENTO, CALIFORNIA 95826

1.25 PUBLIC CONVENIENCE
A. THIS SECTION DEFINES the Contractor’s responsibility with regard to convenience of the public and public traffic in connection with its operations.

B. THE CONTRACTOR SHALL so conduct its operations as to offer the least possible obstruction and inconvenience to the public. The Contractor shall have under construction no greater length or amount of work than can be properly prosecuted with due regard to the rights of the public.

C. NOTIFICATION OF RESIDENTS AND BUSINESSES - Proper and timely notification of residents and businesses in the project areas is of utmost importance to the City. It is the responsibility of the Contractor to ensure that all residents and businesses receive written notice detailing streets, description of work, and dates and hours of work at least forty-eight (48) hours prior to the commencement of work. If the Contractor anticipates any delay in the work that exceeds the forty-eight (48) hour notice, the Contractor shall submit another notice to the resident or business indicating the extended window of delay. There shall be a limit of no more than forty-eight (48) hours for the extended window notification. Notifications are required.

The Contractor shall make every reasonable effort to ensure that written notification is received and acknowledged by residents and businesses located in the construction zone. The notification must be in a form approved by the Engineer. Noncompliance with any stipulation of this section will be justification for the City to stop work.

Submittals: Notification to residents and businesses shall be submitted to the Engineer five (5) business days prior to the start of the notification period.

Notification to residents and businesses of extension of delay shall be submitted to the Engineer five (5) business days prior to the start of the notification period.

D. THE CONTRACTOR SHALL maintain property access to all residences, businesses, and schools at all times unless approved otherwise by the Engineer. All portions of the driveway, concrete, and sidewalk removed during progress of work shall be replaced 413
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within a maximum of five (5) days after concrete is removed. The section removed shall be backfilled with temporary material if work is delayed or anticipated to take longer than maximum allowable days. Notification shall be made to the residents or businesses at least forty-eight (48) hours prior to commencement of work and shall include when the concrete will be poured and completed.

Upon approval by the City Engineer, access to certain properties may be temporarily closed if all of the following conditions can be met:

1. No options exist to maintain property access and complete the project.

2. Contractor has discussed the closure with the business owner in person.

3. Residents or business owners have been notified in writing at least seven (7) calendar days in advance of the time and length of closure.

4. Residents or business owners have been reminded of the closure in writing at least two (2) working days prior to the actual closure.

5. Contractor has provided business with a contractor name and number to call with questions regarding the closure.

E. FULL AND TEMPORARY closures require a minimum of forty-eight (48) hour notification to residents and shall be re-opened to the public with the least amount of inconvenience. Temporary access may be required for emergency vehicles at any time.

The Contractor shall inform the City Fire and Police Departments, Yolo Bus, Washington Unified School District, and Waste Management at least two (2) working days prior to the commencement of construction activities.

The Contractor shall not impair or impede refuse and recycling operations scheduled to be conducted within the project area. It is the Contractor’s responsibility to determine which waste hauler and recycling operators are scheduled to operate within the project area and to develop a project schedule that will not impair or impede the waste hauler or recycling operations. The Contractor shall inform all residents not to leave yard waste on the street until the scheduled pick-up day. If the yard waste is left on the streets, it shall be the Contractor’s responsibility to remove or arrange for proper removal of the items at no additional cost to the City. Likewise, if the waste hauler or recycling operations must return for pick-up due to Contractor activity, any additional charges shall be the responsibility of the Contractor.

F. UNLESS OTHERWISE PROVIDED in the Contract Documents, all public traffic shall be permitted to pass through the Work with as little inconvenience and delay as possible.

In order to expedite the passage of public traffic through or around the work, the Contractor shall install as appropriate signs, lights, flares, barricades, and other facilities for the sole convenience and direction of public traffic. Also, where directed by the Engineer, the Contractor shall provide and station competent flaggers whose sole duties shall consist of directing the movement of public traffic through or around the Work.
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G. SPILLAGE RESULTING FROM hauling operations along or across any publicly traveled way shall be removed immediately by the Contractor at its expense.

H. CONSTRUCTION OPERATIONS SHALL be conducted in such a manner as to cause as little inconvenience as possible to abutting property owners.

I. NOISE CONTROL SHALL conform to the provisions in Section 14-8.02, “Noise Control” of the State Standard Specifications and City Noise Ordinances. This requirement in no way relieves the Contractor from responsibility for complying with all ordinances regulating noise level.

The noise level requirement shall apply to the equipment on the job or related to the job, including but not limited to trucks, transit mixers, or transient equipment that may or may not be owned by the Contractor. The use of loud sound signals shall be avoided in favor of light warnings except those required by safety laws for the protection of personnel.

J. CONVENIENT ACCESS TO driveways, houses, and buildings along the line of the work shall be maintained and temporary approaches to crossings or intersecting highways shall be provided and kept in good condition. When the abutting property owner’s access across the right-of-way line is to be eliminated, or to be replaced under the Contract by other access facilities, the existing access shall not be closed until the replacement access facilities are usable. These requirements are in addition to paragraph D above.

K. WATER SHALL BE supplied for the alleviation or prevention of dust nuisance as provided in the Contract Documents or directed by the City Engineer. Any water obtained from a fire hydrant within the City of West Sacramento shall be subject to a fire hydrant permit issued by the Public Works Department of the City of West Sacramento. Obtaining a City Fire Permit is described in Section 1.1310 F. above.

1. Air pollution control shall conform to the provisions in Section 14-9.02, “Air Pollution Control,” of the State Standard Specifications.

2. Dust control shall conform to the provisions in Section 14-11.04, “Dust Control,” of the State Standard Specifications and these Special Provisions.

L. ALL MUD AND DEBRIS shall be removed by regular sweeping and vacuuming in the construction area and along the materials hauling routes. All materials transported by truck shall be covered or wetted down. All inactive portions of exposed construction or staging site shall be watered with appropriate dust suppressant or covered. During periods of high winds when dust control measures are unable to avoid visible dust plumes, all earthmoving or other dust-producing activities shall be suspended.

Sweeping activities shall conform to the provisions in Section 13-4.03F, “Sweeping,” of the State Standard Specifications.

M. FLAGGERS AND GUARDS, while assigned to traffic control, shall perform their duties, and shall be provided with the necessary equipment in accordance with the current “Flagging Instruction Handbook” of the California Department of Transportation. The 415
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equipment shall be furnished and kept clean and in good repair by the Contractor at its expense.

N. ALL TRAFFIC CONTROL SHALL be in accordance with the California Manual on Uniform Traffic Control Devices (California MUTCD, latest edition) Part 6 and this Section 1.14.

1. Traffic Control Plans - Traffic Control Plans. Prior to starting work, the Contractor shall submit to the Engineer a proposed detailed Traffic Control Plan (TCP) for approval. The TCP shall include, but not be limited to, signing, pavement markings, construction scheduling, temporary barricades, methods and devices for permanent and temporary delineation and channelization, placement and maintenance of devices, roadway lighting, traffic regulations, surveillance and inspection, and be in accordance with the State of California, Department of Transportation Standard Specifications latest edition adopted and the California Manual on Uniform Traffic Controls Devices (California MUTCD - latest edition adopted) and this section. The TCP shall be prepared by a California Registered Civil or Traffic Engineer and be submitted to the Engineer at least five (5) working days prior to the start of work to allow for an approved TCP a minimum of two (2) working days prior to the start of any work. The TCP requirement for preparation by a Registered Engineer may be waived by the City Engineer for small or non-complex construction projects.

All proposed street closures shall be clearly identified in the TCP and shall conform to “Traffic Control Devices and Procedures” below. Contractor shall provide written notice to the Engineer or City Inspector five (5) working days prior to an anticipated street closure, including the requirement for placing an existing traffic signal on all red flash per an approved TCP. In addition, construction area signs (including changeable message signs) for street closure and detours shall be posted a minimum of five (5) days prior to the commencement of street closure.

The Contractor shall maintain safe pedestrian traffic through the project limit at all times.

2. Traffic Control Devices and Procedures - Traffic control devices and procedures shall conform to the California Manual of Traffic Control Devices (California MUTCD), Part 6 and this Section 1.14. Non-compliance with any stipulation of this Section will be justification for the City to stop work.

Construction area signs shall be furnished, installed, maintained, and removed when no longer required by the Contractor in accordance with the provisions in Section 12, “Temporary Traffic Control” of the State Standard Specifications and these General Conditions.

The Contractor shall install all construction area signs as shown on the TCP within two (2) working days of issuance by the City of the Notice to Proceed for the Contract, unless otherwise approved by the Engineer.

The Contractor shall notify the appropriate regional notification center or 416
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operators of subsurface installations at least two (2) working days, but not more than fourteen (14) calendar days, prior to commencing any excavation of construction area signposts. Regional notification centers include but are not limited to the following:

Notification Center Telephone
Underground Service Alert -
Northern California (USA) 1(800) 227-2600 or 811
All excavations required to install construction area signs shall be performed by hand methods without the use of power equipment, except that power equipment may be used if it is determined there are no utility facilities in the area of the proposed post holes.

Utility denotations placed within project limits shall be removed prior to completion of work.

Sign substrates for stationary mounted construction area signs may be fabricated from fiberglass reinforced plastic as specified under “Prequalified and Tested Signing and Delineation Materials” in Section 20.09 of Division IV of the City Standard Specifications.

Type IV retroreflective sheeting for sign panels for portable construction area signs shall conform to the requirements specified under “Prequalified and Tested Signing and Delineation Materials” in Section 20.09 of Division IV of the City Standard Specifications.

Barricades shall be furnished, placed, and maintained at the locations designated by the Engineer, or as required by construction work shown on the plans and shall conform to the provisions in Section 12, “Temporary Traffic Control” of the State Standard Specifications and these General Conditions.

Portable delineators shall be furnished, placed, and maintained at the locations designated by the Engineer, or as required by construction work shown on the plans and shall conform to the provisions in Section 12, “Temporary Traffic Control” of the State Standard Specifications and these General Conditions.

Type II retroreflective sheeting for stripes on barricade rail faces shall conform to the requirements specified under “Prequalified and Tested Signing and Delineation Materials” in Section 20.09 of Division IV of the City Standard Specifications.

Construction area signs conforming to the requirements in Section 12-3, “Temporary Traffic Control Devices” of the State Standard Specifications shall be installed on barricades as directed by the Engineer at the locations or as required 417
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by construction work shown on the plans.

Traffic Cones shall conform to the provisions in Section 12-3.02, “Traffic Cones,” of the State Standard Specifications.

The type of reflective cone sleeves used shall be at the option of the Contractor.

However, only one type of reflective cone sleeve shall be used on the project.

Lane closures shall conform to the provisions in Section 1.14 N. (4) below.

Work shall not commence at any given location until warning signs, appropriate traffic control devices and flaggers, if required, are in proper position and approved by the Engineer. All signs shall be reflectorized and be visible and legible for a distance of three hundred (300) feet at night. Flaggers shall be stationed at cross streets where necessary.

The Contractor’s failure to comply with the above requirements will be sufficient cause for the Engineer to immediately suspend work until compliance is achieved.

Personal vehicles of the Contractor’s employees shall not be parked in the traveled way including any section closed to public traffic.

Flaggers are mandatory at locations where equipment is intermittently blocking a traffic lane, or where only one lane is available for two-direction traffic. One flagger is required for each direction of traffic affected where only one lane is available or when required by the Engineer. When less than twenty (20) feet of street width is available for two-directional traffic, one lane control shall be imposed with appropriate flaggers. Flaggers shall wear approved distinctive clothing. Flaggers shall be provided with the necessary equipment in accordance with the current “Instructions to Flaggers” of the California Department of Transportation.

Whenever vehicles or equipment are parked on the shoulder within six (6) feet of a traffic lane, the shoulder area shall be closed with fluorescent traffic cones or portable delineators placed on a taper in advance of the parked vehicles or equipment and along the edge of the pavement at twenty-five (25) foot intervals to a point not less than twenty-five (25) feet past the last vehicle or piece of equipment. A minimum of nine (9) cones or portable delineators shall be used for the taper. A C23 (Road Work Ahead) or C24 (Shoulder Work Ahead) sign shall be mounted on a telescoping flag tree with flags. The flag tree shall be placed where directed by the Engineer.

The Contractor shall be solely responsible for traffic control, and non-compliance with any stipulation of this section will be justification for the City to stop work. 418
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3. Closure/Use of On-Street Parking and Removal/Relocation of Parking Meters. As part of the City Encroachment Permit application and approval process, the Contractor shall apply for the closure/use of on-street parking and/or removal/relocation of parking meters at www.WestSacPark.org or by emailing [email protected].

Upon approval and payment of applicable fees, the Contractor shall post notification for the elimination of on-street parking, if required, at least seventytwo (72) hours, but not more than one hundred and twenty (120) hours prior to the start of work.

Notification Requirements:
 The notification must follow the current California Manual on Uniform Traffic Control Devices ("MUTCD") standard and be a 12" x 18" red and white "Tow-Away No Parking" sign, stating:
 "Tow-Away No Parking (insert date and timeframe) For Towed Vehicles Phone (916) 372-3375"
 The sign must be affixed on both sides of a Type II barricade placed within the on-street parking lane, with a maximum spacing of 40 feet.  Alternative placement methods require prior approval from the Parking Manager.

The Contractor shall periodically, but at a minimum once per day every day they are working on the project site, check for missing, collapsed, damaged, or improperly placed signs and make necessary corrections to ensure compliance with this section.

Once the no parking period ends, the Contractor shall promptly remove the Type II barricade(s) within 48 business hours.

All notifications shall be in a form approved by the Engineer and Parking Manager.

Failure to comply with any stipulations in this section will be justification for the City to stop work.

4. Lane Closures - All lane closures shall be included in the Traffic Control Plans and shall both conform to Section 1,14 N.2. above and be approved by the Engineer. 419
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Total road closures will not be allowed for the Project unless specifically detailed on the project plans or formal written permission is granted by the Engineer specifically detailing the total time of closure, including date of closure and reopening.

Traffic Control System shall include closing of traffic lanes in accordance with construction work shown on the plans, the provisions of Section 12, “Temporary Traffic Control,” of the State Standard Specifications, and these General Conditions.

The provisions in this section will not relieve the Contractor from the responsibility to provide such additional devices or take such measures as may be necessary to comply with the provisions in Section 7 1.04, “Public Safety,” of the State Standard Specifications or as directed by the Engineer.

Each vehicle used to place, maintain, and remove components of a traffic control system on multilane highways shall be equipped with a Type II flashing arrow sign which shall be in operation when the vehicle is being used for placing, maintaining, or removing the components. Vehicles equipped with Type II flashing arrow sign not involved in placing, maintaining, or removing the components when operated within a stationary type lane closure shall only display the caution display mode.

The sign shall be controllable by the operator of the vehicle while the vehicle is in motion. The flashing arrow sign shall not be used on the vehicles which are doing the placing, maintaining, and removing, of components of a traffic control system, and shall be in place before a lane closure requiring its use is completed.

If any component in the traffic control system is displaced, or ceases to operate or function as specified, from any cause during the progress of the work, the Contractor shall immediately repair the component to its original condition or replace the component and shall restore the component to its original location.

When lane closures are made for work periods only, at the end of each work period, all components of the traffic control system, except portable delineators placed along open trenches or excavation adjacent to the traveled way, shall be removed from the traveled way and shoulder.

1.26 CONTINUOUS OPERABILITY OF FACILITIES
Absent written permission by the Engineer, the continuous operation of all existing facilities is required and shall in no way be affected by the Work.

1.27 SAFETY
A. GENERAL
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1. The Contractor shall be solely and completely responsible for the conditions of the job site, including safety of all persons and property during performance of the Work. This requirement shall apply continuously and not be limited to normal working hours. Safety provisions shall conform to all applicable federal, state, and local laws, ordinances, and codes, and to the rules and regulations established by the California Division of Industrial Safety, and to other rules of law applicable to the Work.

2. The services of the Engineer in conducting construction review of the Contractor’s performance is not intended to include review of the adequacy of the Contractor’s work methods, equipment, bracing or scaffolding, or safety measures, in, on, or near the construction site, and shall not be construed as supervision of the actual construction nor make the Engineer or the City responsible for providing a safe place for the performance of work by the Contractor, Subcontractors, or suppliers; or for access, visits, use work, travel, or occupancy by any person.

3. The Contractor shall carefully instruct all personnel working in potentially hazardous work areas, materials, equipment, or tools as to potential dangers and shall provide such necessary safety equipment and instruction as is necessary to prevent injury to personnel and damage to property. Special care shall be exercised relative to electrical work, work involving excavation, and in sump pump work.

4. All work and materials shall be in strict accordance with all applicable state, federal, and local laws, rules, regulations, and codes.

5. Nothing in this Work is to be construed to permit work not conforming to governing law. When City approved Construction Plans differ from governing law, the Contractor shall furnish and install the higher standards called for without extra charge. All equipment furnished shall be grounded and provided with guards and protection as required by safety codes. Where vapor-tight or explosion-proof electrical installation is required by law, this shall be provided.

6. The Contractor shall submit a safety plan and/or narrative description to the Engineer prior to commencement of the Work. This safety plan and/or narrative description shall describe all first aid, safety clothing, etc. to be used at the Site.

7. The Contractor shall submit a health and safety plan to the Engineer prior to commencement of the work. This health and safety plan shall describe all first aid, safety clothing, etc. to be used at the Site. The health and safety plan shall also include measures to control work exposure to soil and measures to control airborne dust, prevent toxic ingestion, and control runoff.

Submittals: The Contractor shall provide a Health and Safety Plan prior to start of construction.

B. SHORING AND TRENCH SAFETY PLAN
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1. Attention is directed to Section 832 of the Civil Code of the State of California relating to lateral and subjacent support, and the Contractor shall comply with this law.

2. In accordance with Section 6705 of the State Labor Code, the Contractor shall submit to the City specific plans to show details of provisions for worker protection from caving ground. Not less than thirty (30) days before beginning excavation for any trench or trenches five (5) feet or more in depth required under this Contract, the Contractor shall furnish to the Engineer working drawings of his trench safety plan. The trench safety plan working drawings shall be detailed plans showing the design of shoring, bracing, sloping, or other provisions to be made for worker protection from the hazard of caving ground. If such plan varies from the shoring system standards established by the Construction Safety Orders of the California Division of Industrial Safety or the Federal Safety and Health Regulations for Construction of the Occupational Safety and Health Administration, Department of Labor, the plan shall be prepared by a registered civil or structural engineer. In no event shall the Contractor use a shoring, sloping, or protective system less effective than that required by said Construction Safety Orders, or less effective than that required by said Federal Safety Standards. Submission of this plan in no way relieves the Contractor from the requirement to maintain safety in all operations performed by the Contractor or its Subcontractors.

1.28 BLASTING
Except for exceptional circumstances, blasting shall be prohibited. Accordingly, bids should be prepared on the basis that no blasting will be permitted. Should blasting be required and expressly approved by the City, the City will issue a Change Order for blasting work.

1.29 PROTECTION OF PERSONS AND PROPERTY
A. THE CONTRACTOR SHALL take whatever precautions are necessary to prevent damage to all existing improvements, including above ground and underground utilities, trees, shrubbery, and other landscape improvements that is not specifically shown to be removed, fences, signs, mailboxes, survey markers and monuments, buildings, structures, the City’s property, adjacent property, and any other improvements or facilities within or adjacent to the work. If such improvements or property are injured or damaged by reason of the Contractor’s operations, they shall be replaced or restored, at the Contractor’s expense, to a condition at least as good as the condition they were in prior to the start of the Contractor’s operations. 422
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B. THE CONTRACTOR SHALL adopt all practical means to minimize interference to traffic and public inconvenience, discomfort, or damage. The Contractor shall protect against damage to any pipes, conduits, or other structures crossing the trenching or encountered in the Work and shall be responsible for any damage done to such pipes or structures, or damage to property resulting therefrom. The Contractor shall support, repair, or replace any such structures without delay and without any additional compensation to the entire satisfaction of the Engineer. All obstructions to traffic shall be guarded by barriers illuminated at night. The Contractor shall be responsible for all damage to persons and property directly or indirectly caused by his operations and, under all circumstances, Contractor must comply with the laws and regulations of the State of California relative to safety of persons and property and the interruption of traffic and the convenience of the public within the respective jurisdictions.

C. THE CONTRACTOR IS cautioned that it must replace all improvements in rights-of-way and within the public streets to a condition at least equal to what existed prior to his entry onto the job.

D. TYPE AND TIME OF construction required at any road subject to interference by the work will be determined by those authorities responsible for maintenance of said road. It shall be the responsibility of the Contractor to determine the nature and extent of all such requirements, including provision of temporary detours as required; however, the construction right-of-way and affected roadways will be adequate for provision of all required detours. As required at any road crossing, the Contractor shall provide all necessary flaggers, guardrails, barricades, signals, warning signs, and lighting to provide for the safety of existing roads and detours. Immediately after the need for temporary detours ceases, or when directed, the Contractor shall remove such detours and perform all necessary cleanup work, including replacement of fences, and removal of materials. Included shall be all necessary replacement of existing roadway appurtenances, grading work, soil stabilization, and dust control measures, as required and directed.

E. THE CONTRACTOR SHALL examine all bridges, culverts, and other structures over which he will move his materials and equipment, and before using them, Contractor shall properly strengthen such structures where necessary. The Contractor shall be responsible for any and all injury or damage to such structures caused by reason of its operations.

1.30 RESPONSIBILITY FOR REPAIR OF FACILITIES
A. All public or private facilities, including but not limited to, gravel surfacing at existing canals, structures, telephone cables, roadways, curbs, gutters, parking lots, private drives, levees and embankments for creeks, ponds, and reservoirs disturbed during construction of the work shall be repaired and/or replaced by the Contractor to match facilities existing prior to construction. In addition, the Contractor shall be responsible for any settlement 423
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damage to such facilities or adjoining areas for a period of one (1) year after acceptance of such required facilities.

B. The Contractor shall be required to document all existing structures, facilities, frontages, and backyards including curb and gutter, sidewalk, driveways, fences, patios, walkways, and landscaping on video and/or digital photos. The video will be used to determine damages caused by the Contractor’s construction operations that will be repaired at the Contractor’s cost. It is to the Contractor’s advantage to have a detailed video of any existing damage so that its cause will not be disputed. Any damages or claims submitted to the City to existing structures, equipment, vehicles, facilities, frontages, and backyards not clearly depicted in the video will be the responsibility of the Contractor to repair at his cost. A copy of said video tape shall be submitted to the City prior to the start of construction.

Submittals: The Contractor shall provide a Video and Digital Photos of Existing Improvements on a City approved storage device prior to start of construction.

1.31 CITY’S REPAIR
In the event the Contractor refuses or neglects to make good any loss or damage for which he is responsible under the approved Work and City Encroachment Permit requirements, the City may itself or by the employment of others, make good any such loss or damage, and the cost and expense of doing so, including any reasonable engineering, legal and other consultant fees, and any costs of administrative and managerial services, shall be charged to the Contractor. Such costs and expenses shall be paid by the Contractor prior to acceptance of the project by the City.

1.32 HISTORICAL, SCENTIFIC AND ARCHEOLOGICAL DISCOVERIES All articles of historical or scientific value, including but not limited to coins, fossils, and articles of antiquity which may be uncovered by the Contractor during the progress of work, shall become City property. Such findings shall be reported immediately to the Engineer who will determine the method of removal, where necessary, and the final disposition thereof.

The Contractor shall stop work and report immediately to the Engineer in case of discovery of human remains and inadvertent discovery of archaeological resources.

A pre-construction tribal cultural resources awareness training program may be required for all consultants and contractors involved in the project.

1.33 INSURANCE AND BONDING
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The Developer/Contractor shall meet all Insurance and Bonding requirements as identified in the City Encroachment Permit. All insurance, including certificates, and bonds shall be maintained during the life of the Work or Projects unless otherwise revised in writing by the City Engineer.

1.34 NO PERSONAL LIABILITY
Neither the City, the Engineer, nor any of their other officers, agents, or employees shall be personally responsible for any liability arising under this construction work, except such obligations as are specifically set forth herein.

1.35 PROTECTION OF WORK
A. THE CONTRACTOR SHALL be responsible for the care of all the Work until its completion and final acceptance. The Contractor shall, at its own expense, replace damaged or lost material and repair damaged parts of the Work or the same may be done at the Contractor’s expense by the City and the Contractor and his sureties shall be liable therefor. The Contractor shall make its own provisions for properly storing and protecting all material and equipment against theft, injury, or damage from any and all causes. Damaged material and equipment shall not be used in the Work. The Contractor shall take all risks from floods and casualties except as provided by law.

B. THE CONTRACTOR SHALL effectively secure and protect adjacent property and structures, livestock, crops, and other vegetation. If applicable, the Contractor shall open fences on or crossing the right-of-way and install temporary gates of sound construction thereon so as to prevent the escape of livestock. Adjacent fence posts shall be adequately braced to prevent the sagging or slackening of the wire. Before such fences are opened, the Contractor shall notify the owner or tenant of the property and, where practicable, the opening of the fence shall be in accordance with the wishes of said owner or tenant. The Contractor shall be responsible that no loss or inconvenience shall accrue to the owner or tenant by virtue of their fences having been opened or the gate not having been either shut or attended at all times. Where special types of fences are encountered, the Contractor shall install temporary gates made of similar materials and of suitable quality to serve the purposes of the original fences. In all cases where the Contractor removes fences to obtain workroom, the Contractor shall provide and install temporary fencing as required, and on completion of construction shall restore the original fence to the satisfaction of the Engineer. All costs of providing, maintaining, and restoring gates and fencing shall be borne by the Contractor. The Contractor shall provide and maintain all passageways, guard fences, lights and other facilities for protection required by public authority or local conditions.
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C. THE CONTRACTOR SHALL use extreme care during construction to prevent damage from dust to crops and adjacent property. The Contractor, at its own expense, shall provide adequate dust control for the right-of-way and take other preventative measures as directed by the Engineer.

D. THE CONTRACTOR SHALL be responsible for all damage to any property resulting from trespass by the Contractor or his employees in the course of their employment, whether such trespass was committed with or without the consent or knowledge of the Contractor.

E. THE CONTRACTOR SHALL see that the Site is kept drained and free of all ground water and any other water, which may impede the progress or execution of the Work.

F. THE CONTRACTOR SHALL be responsible for any damage caused by drainage or water runoff from construction areas and from construction plant areas.

G. IN AN EMERGENCY affecting the safety of life, the Work, or adjoining property, the Contractor, without special instruction or authorization from the Engineer, is hereby permitted to act at its discretion to prevent such threatened loss or injury, and the Contractor shall so act without appeal if so instructed or authorized. Any compensation claimed by the Contractor on account of emergency work shall be determined as specified under Section 2.07. Should the Engineer deem an emergency condition to exist, the Contractor shall immediately do those things and take those steps ordered by the Engineer. The decision of the Engineer in this respect shall be final and conclusive.

H. EXCEPT AS PROVIDED by Government Code Section 4215, the Contractor shall be responsible for the removal, relocation, and protection of all public and private utilities, including irrigation facilities in the nature of utilities, located on the site of the construction project if and to the extent that the same are identified in the City approved Construction Plans. If the Contractor, while performing the Contract, discovers utility or irrigation facilities not identified by the City in the Contract Documents, the Contractor shall immediately notify the Engineer in writing.

I. SUBJECT TO THE PROVISIONS of this Section, where the Work to be performed under the City approved Construction Plans crosses or otherwise interferes with existing streams, watercourses, canals, farm ditches, pipelines, drainage channels, or water supplies, the Contractor shall provide for such watercourse or pipelines and shall perform such construction during the progress of the Work so that no damage will result to either public or private interests, and the Contractor shall be liable for all damage that may result from failure to so provide during the progress of the Work.

1.36 SUSPENSION OF WORK
The Engineer may at any time, by notice in writing, to the Contractor, suspend any part of the Work for such period of time as may be necessary to prevent improper execution of the Work on the project by the Contractor, his Subcontractors or agents, and the Contractor shall have no claim for damages or additional compensation on account of any such suspension. 426
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The City may at any time suspend any part or all of the Work upon ten (10) days written notice to the Contractor, who shall thereupon discontinue all work suspended except for all operations to prevent loss or damage to work already executed as may be directed by the Engineer. Work shall be resumed by the Contractor after such suspension upon written notice from the City.

1.37 ACCIDENTS
A. THE CONTRACTOR SHALL provide and maintain, in accordance with Labor Code Section 6708 and OSHA requirements, adequate emergency first-aid treatment for his employees and anyone else who may be injured in connection with the Work.

B. THE CONTRACTOR SHALL promptly report in writing to the Engineer all accidents whatsoever arising out of or in connection with, the performance of the Work, whether on or adjacent to the Site, which caused death, personal injury, or property damage, giving full details and statements of witnesses. In addition, if death, serious injury, or serious damage are caused, the accident shall be reported immediately by, telephone or messenger to the City Engineer.

C. IF ANY CLAIM IS made by anyone against the Contractor or any Subcontractor on account of any accident, the Contractor shall promptly report the facts in writing to the Engineer, giving full details of the claim.

1.38 CLEAN-UP
During the progress of the Work, the Contractor shall maintain the Site and related structures and equipment in a clean, orderly condition and free from unsightly accumulation of rubbish.

All waste materials shall be removed daily from the Site and disposed of by the Contractor by any proper means at his own expense unless designated otherwise in the City approved Construction Plans or Encroachment Permit. Materials or equipment to be salvaged during construction as required by the approved construction plans or as directed by the Engineer shall be removed and provided in good working order to the City Public Works Corporation Yard. No waste materials shall be placed in the public street right-of-way. Unless otherwise specified, all existing pipe, materials and/or equipment removed pursuant to this Project shall become the Contractor’s property.

Upon completion of the Work, the Contractor shall, at its own cost and expense, remove from the vicinity of the Work all plants, buildings, rubbish, unused work materials, concrete forms, and temporary bridging and other like materials, belonging to the Contractor or used under the Contractor’s direction during the construction, and in the event of the Contractor’s failure to do so, the same may be removed by the City after ten (10) calendar days’ notice to the Contractor. Such removal shall be at the expense of the Contractor. 427
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The Contractor shall use care in the removal of materials and equipment so as not to cause damage to existing facilities and structures. Contractor shall assume liability for all such damage. Where the construction has crossed yards or driveways, restoration shall be by the Contractor to the complete satisfaction of the Engineer, at the Contractor’s expense.

The Contractor shall make its own arrangements for the disposal of waste materials. If the Contractor elects to dispose of such materials on private property, Contractor shall obtain written permission from all property owners involved.
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SECTION 2 TESTING OF MATERIALS
1/21/2026
SECTION 2

TESTING OF MATERIALS

2.01 DESCRIPTION
Compaction testing of soils and manufactured materials shall be by ASTM Methods. Concrete slump shall be by ASTM Slump Cone Method unless otherwise described in City Capital Improvement Project Specifications. Test methods for Hot Mix Asphalt shall be in accordance with the most current version of the State Standard Specifications and California Test Methods. All other tests will be performed by the Contractor using methods described in the State Standard Specifications or as described in the specific City Capital Improvement Project technical specifications.

The Contractor will provide all material and compaction tests unless otherwise described in City Capital Improvement Project Specifications. If deemed required, and at the sole discretion of the City, the cost of all tests for verification purposes performed by the City shall be the responsibility of the Contractor/Developer for reimbursement to the City. Should the City Engineer require independent material testing, a fee representing the actual cost of the tests and/or administrative costs charged at the rate listed in the current “Book of Fees,” (City Fee Schedule) shall be paid to the City. Cost for testing of materials offered in-lieu of the specified materials shall be the responsibility of the Contractor/Developer. Cost for R-Value tests required by the City Standard Specifications shall be the responsibility of the Contractor/Developer. The total costs for all additional testing as stated above shall be deducted from the monthly progress payments made to the Contractor or shall be required to be paid prior to Encroachment or Grading Permit final, or final acceptance of any public improvements by the City Council.

The Contractor shall notify the City Inspector of compaction tests a minimum of twenty-four (24) hours in advance of the time desired for observation purposes. A minimum of twentyfour (24) hours shall be allowed for testing to be performed. No subsequent layer of material shall be placed until a passing test is obtained.

Current mix designs for Hot Mix Asphalt (HMA) and Portland Cement Concrete placed within the City of West Sacramento shall be provided to and approved by the City Inspector prior to placement.
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SECTION 3 EARTHWORK
1/21/2026
SECTION 3

EARTHWORK

3.01 DESCRIPTION
Earth shall conform with Section 19 of the State Standard Specifications except as noted herein.

3.02 GRADE TOLERANCE
Immediately prior to placing subsequent layers of material, the grading plane of the subgrade material shall not vary more than five one-hundredths (0.05) foot above or below the design grade.

3.03 SUBGRADE STABILITY/DEFLECTION TEST
A. THE CONTRACTOR MAY be required to furnish loaded trucks for the purpose of testing the load bearing capacity of the finished basement material or ditch backfill. Total gross load per rear axle shall be sixteen thousand (16,000) pounds. Tire pressure must be over sixty-five (65) pounds. If the tested surface shows a visible deflection extending more than six (6) inches from the wheel track at the time of loading, or a visible crack remains after loading, the Contractor shall take corrective measures.

B. DENSITY OF SUBGRADE shall be determined b ASTM Relative Compaction Method.

3.04 CLEANING OF STREETS
It shall be the responsibility of the Contractor for removing all debris on public streets, daily or upon request, to the satisfaction of the City Engineer. Every effort shall be made to ensure that adequate measures are taken to prevent material from being deposited on City streets.

The Contractor may be issued a stop work notice for failure to comply with this requirement.

3.05 EROSION CONTROL
The Contractor is responsible for temporary erosion control at all job sites at all times during the project. Such temporary erosion control shall consist of, but not be limited to, constructing such facilities, and taking such measures as are necessary to prevent, control, and abate water, mud, and erosion damage to public and private property as a result of the project.

All temporary erosion control features as are necessary to prevent stormwater runoff pollution and/or property damage shall be constructed, functioning, and maintained in accordance with approved site specific SWPPP or WPCP and the requirements of the City Post Construction Standard Plan.
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SECTION 4 SLOPE PROTECTION (RIP-RAP)
1/21/2026
SECTION 4

SLOPE PROTECTION (RIP-RAP)

4.01 SCOPE OF WORK
The work covered by this Section consists of furnishing all labor, equipment, and materials, and performing all operations in connection with the construction of slope protection for the areas shown on the drawings or as directed by the City Engineer in accordance with these specifications and applicable drawings. All work shall conform to Section 72 of the State Standard Specification.

4.02 MATERIAL
Rock and cobbles used for rip-rap shall conform to the following requirements. The rip-rap shall be well graded within the following limits:

A. THE MINIMUM SIZE of stone shall be no less than four (4) inches, and the maximum size of stone shall be no more than ten (10) inches. Rip-rap shall be well graded from the minimum size stone to the maximum size stone permitted. The rip- rap shall be clean and free of dirt, sand and clay or other objectionable materials. Materials not meeting the above requirements as delivered at the site shall be rejected.

B. ROCKS AND COBBLES used for rip-rap shall have a minimum apparent specific gravity of two and one-half (2.5) measured by California Test Method 206, and a minimum durability index of fifty-two (52) as measured by California Test Method 229. The Contractor shall provide certified test results from the suppliers. All cobble rip-rap shall be placed so as to provide a minimum of voids. Local surface irregularities on the rip-rap shall not vary from the planned slopes by more than half of the specified thickness.

4.03 FOUNDATION PREPARATION
Areas on which rip-rap is to be placed shall be trimmed and dressed to conform to cross sections shown on the drawings or final grade, if not shown on the drawings. Immediately prior to placing the rip-rap, the prepared base will be inspected by the City Engineer and no material shall be placed thereon until that area has been approved.

4.04 PLACEMENT
Stone for rip-rap shall be placed on the prepared base in such manner as to produce a reasonably well-graded mass of rock with the minimum practicable percentage of voids and shall be constructed to the lines and grades shown on the drawings. Rip-rap shall be placed to its full course thickness in one operation and in such a manner as to avoid displacing the bedding material.
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SECTION 5 ENGINEERING FABRICS
SECTION 5

ENGINEERING FABRICS

5.01 DESCRIPTION
This work shall include furnishing all the labor, materials, tools and equipment necessary to place the engineering fabrics or geosynthetic materials in accordance with the approved plans and these specifications.

Engineering fabrics shall conform to Section 96 “Geosynthetics” of the State Standard Specifications and shall include pavement reinforcing fabric mats or grids, and light duty road stabilization fabrics. A Certificate of Compliance from the product manufacturer for each type of engineering fabric used shall be furnished to the City Engineer. Engineering fabrics shall be furnished in protective covers to shield against ultraviolet rays, abrasion, and water. 432
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SECTION 6 AGGREGATE SUBBASE
SECTION 6

AGGREGATE SUBBASE

6.01 DESCRIPTION
Aggregate subbase (ASB) shall conform to Section 25 of the State Standard Specifications and shall be Class 2 ASB. Thickness shown on the plans shall be the minimum section allowed, shall not vary more than five one-hundredths (0.05) foot above or below the design grade.

6.02 MEASUREMENT AND PAYMENT
Aggregate Subbase shall be measured by the cubic yard as calculated on the basis of the dimensions shown on the plans adjusted by the amount of any change ordered by the City Engineer. No allowance will be made for aggregate base placed outside said dimensions unless otherwise ordered by the City Engineer.

Payment will be paid for at the contract price per cubic yard. Payment shall include full compensation for furnishing of all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in constructing aggregate subbase, complete in place, as shown on the plans, and as specified in these specifications, and as directed by the City Engineer. 433
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SECTION 7 AGGREGATE BASE
1/21/2026
SECTION 7

AGGREGATE BASE

7.01 DESCRIPTION
Aggregate base (AB) material and placement shall conform to Section 26 of the State Standard Specifications and shall be Class 2 AB as described in Sections 26-1.02A and 26- 102B. Thickness shown on the plans shall be the minimum section allowed. Unless otherwise specified in Project Plans or Contract Specifications, three-quarters (3/4) inch maximum AB shall be used for all construction applications.

7.02 MEASUREMENT AND PAYMENT
Aggregate Base shall be measured by the cubic yard (CY) as calculated based on the dimensions shown on the plans adjusted by the amount of any change ordered by the City Engineer. No allowance will be made for aggregate base placed outside said dimensions or excess fill for low areas unless otherwise ordered by the City Engineer.

Payment will be made at the contract price per cubic yard (CY). Payment shall include full compensation for furnishing of all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in constructing aggregate base, complete in place, as shown on the plans, and as specified in these specifications, and as directed by the City Engineer. 434
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SECTION 8ASPHALT AND CONCRETE PAVEMENT
1/21/2026
SECTION 8

ASPHALT AND CONCRETE PAVEMENT

8.01 ASPHALT PAVEMENT DESCRIPTION
All Hot Mix Asphalt (HMA) shall be installed per provisions in Section 39 of the State Standard Specifications, except as amended by this Section 8, “Asphalt and Concrete Pavement,” of these City Standard Construction Specifications and City Standard Details. HMA shall be Type “A” Asphalt using PG6410 Asphalt Binder unless otherwise required by the City CIP Technical Specifications or required by the City Engineer.

No paving shall occur until all underground work is completed, tested, and subgrade and aggregate base, including treated aggregate base, have been accepted by the City.

8.02 TACK COATS
Tack coat shall be required at all locations where concrete meets HMA and between HMA lifts and in accordance with State Standard Specifications Section 39-2.01C (3) (f). Tack Coat material shall be CSS1 unless otherwise defined in the approved Capital Improvement Plans or as directed by the City Engineer.

8.03 ADJUSTMENT OF METAL CASTINGS
Adjustment of metal castings shall conform to Section 10, “Adjustment of Castings” of these City Standard Construction Specifications. All castings for City-owned facilities and private utilities within the pavement area shall be brought to finish grade after the final pavement lift has been installed. All metal castings shall be lowered prior to any pavement cold planing or grinding.

8.04 MIX DESIGN
The Contractor shall submit the HMA mix design to the City at least ten (10) working days prior to the start of the work on the project for review and approval. The mix design must have written City approval prior to commencement of work.

The mix design shall include the following: source of plant materials, grade of asphalt (PG6410 unless otherwise specified), lab unit weight, percent of asphalt, aggregate gradation, stability, and percent of air voids (four (4) percent preferred). The mix design shall be certified by the supplier.

The HMA mix design shall indicate and meet the requirements of State Standard Specifications Section 39-2.01 and 39-2.02. Rubberized HMA must meet the requirements of State Standard Specifications Section 39-2.03. Open Grade HMA must meet the requirements 435
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of State Standard Specifications Section 39-2.04.

8.05 SPREADING AND COMPACTING EQUIPMENT
Paving equipment for spreading must conform to State Standard Specifications Section 39-

2.01C(2) for Standard HMA, Section 39-2.03C for Rubberized Asphalt, and Section 39-2.04C for Open Graded Asphalt. State Standard Specifications are amended to allow a spreader box for projects involving less than fifty (50) tons of HMA, as approved by the City Engineer. In addition, pneumatic-tired rollers shall be required to be used on all types of HMA paving unless otherwise approved by the City Engineer.

HMA placed in layers less than fifteen hundredths (0.15) foot in compacted thickness or widths of less than five (5) feet shall be spread and compacted with equipment and by the methods specified in State Standard Specification Section 39.

HMA placed in layers of fifteen hundredths (0.15) foot and greater in compacted thickness or widths of five (5) feet and greater shall be spread and compacted with the equipment and by the methods specified in State Standard Specification Section 39, except as amended as follows: When method compaction of HMA is used, State Standard Specifications Section 39-

2.01C(2)(c) requirements for Compaction Equipment shall be followed.

8.06 COMPACTING
Asphalt concrete shall be spread at a temperature of not less than two-hundred-sixty (260) degrees Fahrenheit.

A pass shall be one movement of a roller in either direction. Coverage shall be as many passes as are necessary to cover the entire width being paved. Overlap between passes during any coverage, made to ensure compaction without displacement of material, shall be considered part of the coverage being made and not part of a subsequent coverage. Each coverage shall be completed before subsequent coverage is started.

Rolling shall commence at the lower edge and shall progress toward the highest portion, except when compacting layers which exceed twenty-five hundredths (0.25) foot in compacted thickness, and, if directed by the City, rolling shall commence at the center and shall progress outwards.

Rolling shall be performed so that tearing, cracking, shoving, or displacement does not occur.

Rolling must leave the completed surface compacted and smooth.

When placing HMA, large aggregate that migrates to the surface during any handwork shall be returned to the pave box rather than scattered over the surface of the mat. 436
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8.07 FINISHING
Finish rolling or final compaction shall be completed while the temperature of the mixture is at or above one-hundred-fifty (150) degrees Fahrenheit. A vibratory roller may be used as the finish roller provided it is operated with the vibratory unit turned off.

Upon completion of rolling operations, if ordered by the City, the HMA shall be cooled by applying water.

HMA shall be compacted to not less than ninety-one (91) percent or more than ninety-seven (97) percent of the theoretical maximum density as determined by AASHTO T 209 Method A and shall be finished to the lines, grades, and cross section shown on the Project Improvement Plans.

Finish, compacted pavement height shall be one-fourth (1/4) inch above and over the gutter lip, except for six (6) feet at the curb ramp opening, where it shall be flush with the top surface of the gutter lip. Corrective operations for recently placed pavement more than one-fourth (1/4) inch above the gutter lip may include reheat, knead, and re-compact with pneumatic tired rollers, to bring the improvements into compliance.

The horizontal surface of HMA paved against an existing HMA surface shall be flush with the existing surface.

The completed surfacing shall be thoroughly compacted, smooth, and free from ruts, humps, depressions, or irregularities. Any ridges, indentations, or other objectionable marks left on the surface of the HMA by blading or other equipment shall be eliminated by rolling or other means approved by the City. The use of any equipment that leaves ridges, indentions, or other objectionable marks in the HMA shall be discontinued, and the Contractor shall furnish acceptable equipment.

8.08 QUALITY ASSURANCE TESTING
The pavement will be accepted for density on a lot basis. A lot will consist of seven hundred fifty (750) tons or portions thereof. Nuclear density gage will be used to determine in-place density. If failing tests occur by nuclear gage method, or a dispute arises regarding pavement density, then HMA cores for determining the density of the compacted pavement will be taken on a lot basis. A minimum of three (3) cores will be taken per lot. The density of each core shall be determined in accordance with AASHTO T 275. For a lot to be accepted for density, all nuclear gage or core density results shall be between ninety-one (91) and ninetyseven (97) percent. Averaging core results is not permitted.

The City reserves the right to gather samples for material testing at random for the hot mix 437
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asphalt (HMA) material from behind the paving machine in accordance with California Test Method (CTM) 125 to determine the maximum theoretical density of the HMA mixture in accordance with AASHTO T 209, Method A. The theoretical maximum density results derived from the samples shall be used to determine the relative density achieved for the same seven hundred fifty (750) ton lot.

The Contractor shall provide daily quality control field nuclear density results and laboratory results per AASHTO T 275 and AASHTO T 209, Method A to the City within two (2) days of the tests being conducted.

In-place pavement density will be determined by comparing the density of nuclear gauge densities or cores taken from the compacted pavement to the theoretical maximum density as determined by AASHTO T 209, Method A, and as stated in these City Standard Specifications. Pavement cores if utilized shall be collected using a four (4) to six (6) inch diameter core barrel when the pavement has cooled sufficiently to minimize disturbance to the cores at the discretion of the City. Cores shall be taken by either the Contractor’s quality control lab, as proposed at the start of construction, or the City’s consultant lab. The City’s quality assurance consultant testing results shall be utilized in determining acceptance.

8.09 SMOOTHNESS
When a straightedge twelve (12) feet long is laid on the finished surface and parallel with the centerline, the surface shall not vary more than one-hundredth (0.01) feet from the lower edge of the straightedge (for low volume roadways, the surface shall not vary more than twohundredths (0.02) ft). The transverse slope of the finished surface shall be uniform to a degree such that no depressions greater than two-hundredths (0.02) feet are present when tested with a straightedge twelve (12) feet long laid in a direction transverse to the center line and extending from edge to edge of a twelve (12) foot traffic lane.

If the finished surface of the HMA does not meet required surface tolerances, as specified above, the Contractor shall, at its own expense, bring pavement surface within tolerance by:

A. COLD PLANE ASPHALT PAVEMENT to a minimum depth of fifteen-hundredths (0.15) feet from specified finish surface; (lateral limits shall be from edge of HMA to edge of HMA; longitudinal limits shall extend a minimum of fifty (50) feet, starting from the outer edge of tolerance area and extending outward, and as directed by the City). All grindings shall be removed and disposed of in accordance with City Standard Construction Specifications.

B. THE CONTRACTOR SHALL apply tack coat and place an overlay of HMA in accordance with the requirements of the City Standard Specifications.

C. THE AREA TO WHICH ASPHALT emulsion has been applied shall be closed to public traffic. Care shall be taken to avoid tracking binder material onto existing pavement surfaces beyond the limits of construction.
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Pavement within fifty (50) feet of an approach to a bridge structure or approach slab shall conform to the smoothness tolerances specified in State Standard Specifications Section 51-

1.01D(3)(b)(ii), “Surface Smoothness.”
Prior to City acceptance of the improvements (Certificate of Completion) and following the twelve (12) foot straightedge test and any remove and replace areas with new overlay pavement, streets may be flooded to check for standing water. This procedure may be repeated prior to the expiration of the warranty period. This may be accomplished with a water truck or with rainwater. All low areas in the HMA pavement holding one-thousandths (0.01) feet for longitudinal and two-thousandths (0.02) feet for transverse depressions or more of water shall be marked by the City’s Construction Inspector and milled fifteenthousandths (0.15) feet and replaced with similar material. A second water test may be necessary at the discretion of the Inspector.

A micropave surface treatment or Caltrans slurry seal may be required at the City’s discretion following cold planing as described above if it is determined the paving surface is sufficiently irregular, boney, discolored, or unsealed to warrant it.

In addition, the Contractor shall be required to perform a water flow test on all new pavement placed. A water flow test is to identify any standing water not in conformance with the requirements of this Section. All corrections required shall be done at the Contractor’s expense and to the satisfaction of the City Engineer.

8.10 JOINTS AND PAVEMENT EDGE TERATMENT
The Contractor shall schedule paving operations such that at the end of each work shift, each layer of HMA is placed on all contiguous lanes and shoulders of a traveled way to be opened to public traffic.

At the end of each work shift, the distance between the ends of the layers of HMA on adjacent lanes shall not be greater than ten (10) feet nor less than five (5) feet. A drop-off of more than fifteen-thousandths (0.15) of a foot will not be allowed at any time between adjacent lanes open to public traffic.

Additional HMA shall be placed along the transverse edge at the end of each lane and along the exposed longitudinal edges between adjacent lanes, hand raked, and compacted to form temporary conforms. Kraft paper, or other approved bond breaker, may be placed under the conform tapers to facilitate the removal of the taper when paving operations resume.

Additional HMA surfacing material shall be placed along the edge of the surfacing at private drives, hand raked, if necessary, and compacted to form smooth tapered conforms. 439
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Longitudinal joints in successive pavement lifts shall be offset from lift to lift a minimum of one (1) foot. The surface pass seam shall be located on the lane line. Where extruded concrete curb is removed for pavement widening, Contractor shall grind one and one-half (1- 1/2) inch of pavement between the nearest lane line and the existing curb and gutter line (including bike lanes). Following placement of the HMA base lift within the widening section, one and one-half (1-1/2) inch below the new gutter lip, Contractor will replace Petromat fabric or approved equal in grounded area, place HMA overlay, and restripe and/or replace any delineators removed during the grind.

8.11 TEMPORARY PAVEMENT
Prior to permanent patching in a pavement removal area, fresh cut-back (temporary pavement) in a minimum thickness of two (2) inches shall be placed as a driving surface.

Whether the surface material is fog sealed or cutback or slurry, the Contractor shall be tenacious in maintaining the surface in a condition and to a grade comparable to the permanent patch. No other materials are allowed as temporary pavement.

The temporary surface shall be flush with the surrounding pavement and shall accommodate a smooth drive across it.

Sand and dirt shall not be allowed to accumulate on the slurry surface and adjacent street. It shall be swept daily if necessary.

8.12 EXISTING PAVEMENT
A. RECONSTRUCTION OF EXISTING pavement section shall be a minimum four (4) inches thick or thickness of the existing pavement, whichever is greater.

B. CUT LINES MADE ON existing pavement, both longitudinally and transversely, for the placing of new structural section, shall be straight and smooth.

C. EDGE GRINDING (COLD PLANNING) shall be required where existing asphalt is to be overlaid. The edge grind shall match the depth of the HMA overlay along the length of the gutter lip and abutting pavement where the HMA pavement is proposed to conform to the existing pavement.

D. EXISTING PAVEMENTS TO BE OVERLAID with HMA may include the installation of pavement reinforcing fabric meeting the requirements of State Standard Specifications Section 96-1.02J, Paving Fabric of the Caltrans Standard Specifications at the discretion of the City.

E. EXISTING AC SURFACES TO REMAIN shall be cut in a straight line parallel to the street centerline, and the exposed edge shall be tracked with SS1H emulsion or equivalent prior to paving. The exposed base material shall be graded and re-compacted per 440
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State Standard Specifications Section 19-5. Graded and re-compacted areas shall be approved by the City prior to paving.

F. WHERE CRACK SEALING IS REQUIRED, cracks less than one-quarter (1/4) inch in width shall be sealed with SS1-H asphalt emulsion and thirty (30) grit sand. Cracks from onequarter (1/4) inch to three-quarter (3/4) inch shall be sealed in accordance with State Standard Specification Section 37-6. Excess sealant shall not extend more than one (1) inch outside the crack onto the pavement surface or above the finished surface of the street. Where cracks are larger than three-quarter (3/4) inch (or pavement alligator cracks) occur, asphaltic concrete patching may be required at the discretion of the City’s Construction Inspector.

G. WHERE AN EXCAVATION IN the public right-of-way is backfilled with Slurry Cement Backfill per State Standard Specifications Section 19-3.02E, the slurry may be brought to the top of the trench until permanent patching. Where rock-saw utility trenching is necessary in the bottom lift of HMA and prior to placement of top lift of HMA, the rock saw trench shall be covered with pavement fabric meeting the requirements of State Standard Specification Section 96-1.02J, or approved equal, at the manufacturer’s recommendations prior to the placement of top lift of asphalt.

H. IF THE WIDTH OF EXISTING PAVEMENT between the gutter lip and excavated patch/pave area is three (3) feet or less, all existing pavement between the patch/pave area and the gutter lip shall be removed and replaced per City Standard Detail. In the event that an excessive number of potholes are in close proximity, the City may require a grind and overlay to reestablish continuity and rideability to the roadway surface.

8.13 HMA MEASUREMENT AND PAYMENT
HMA shall be measured by the ton as placed on the street, driveways, multi-use trails, and other areas shown on the improvement plans or as designated by the City Engineer.

Payment shall be made at the contract price per ton and shall include full compensation for furnishing all labor, materials, tools, equipment, traffic control, incidentals, and for doing all the work in placing asphalt concrete, tack coat, and fog seal, complete in place as shown on the plans, as specified in these specifications and as directed by the City. Engineer.

8.14 THROUGH 8-19 RESERVED
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8.20 PORTLAND CEMENT CONCRETE PAVING DESCRIPTION
A. ALL PORTLAND CEMENT CONCRETE (PCC) pavement shall be installed per provisions in Section 40 of the Caltrans Standard Specifications, except as amended by these City Standard Construction Specifications.

B. NO PAVING SHALL OCCUR UNTIL ALL underground work is completed, tested, and subgrade and/or aggregate base and/or soil stabilization has been tested and accepted by the City.

C. RAVELING SHALL BE DEFINED AS - Progressive disintegration of the concrete pavement surface resulting in dislodged aggregate.

8.21 MIX DESIGN
The Contractor shall provide a concrete mix design to the City at least fifteen (15) working days prior to the start of work on the project for review and approval. The mix design must be approved prior to commencement of all paving work. The PCC pavement mix design shall:

A. MEET THE REQUIREMENTS of Section 40 of the Caltrans Standard Specifications.

B. FOR STREETS AND PARKING lot pavement the minimum allowable average flexural strength of the concrete per ASTM C 78, or California Test Method 523, is five hundred seventy (570) psi at twenty-eight (28) days age or desired opening age. The average must be calculated using at least two (2) replicate specimens.

C. RAPID SET CONCRETE PAVEMENT shall be tested per ASTM C 78 or California Test Method 524 and sampled per California Test Method 539. The rapid strength concrete must not have an opening modulus of rupture of less than four hundred (400) psi and a three (3) day modulus of rupture of not less than five hundred (500) psi.

D. PROVIDE A CORRELATION CURVE between flexural strength and compressive strength using the same mix design.

1. Approval of acceptance based on compressive strength in place of flexural strength is at the City’s discretion based on mix design trial batch information and correlation of flexural strength to compressive strength for each mix design used to establish minimum compressive strength values.

E. CERTIFICATION THAT THE MIX design will meet the requirements for strength, schedule, and road opening.

8.22 SUBMITTALS
Contractor shall submit the following to the City at least fifteen (15) working days prior to start of work on the project for review and approval:

A. CONSTRUCTION SCHEDULE FOR ALL PCC paving related operations.

B. QUALITY CONTROL PLAN - The Contractor shall provide a Quality Control (QC) plan for concrete paving to the City for review at least fifteen (15) working days prior to the start of work on the project for review and approval. If the pavement is at least two 442
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thousand (2,000) cubic yards the contractor shall supply a Quality Control manager.

The QC plan shall address the elements affecting concrete pavement quality. The QC plan shall include action and suspension limits and details of corrective actions to be taken if any process is outside those limits.

C. PCC PRODUCTION PROCEDURES:

1. Description of batching or batching and mixing plant used, and

2. PCC delivery methods. List of all equipment proposed for the use to perform the placement of PCC including paving equipment and compaction equipment. The paver and mixing equipment used must match that listed on the submittal, unless a substitution is made, which meets these specifications and is approved by the Engineer.

D. OUTLINE OF PROCEDURES FOR calibrating the mixing plant, if a mobile plant is used, and monitoring materials during construction shall also be submitted.

E. COMPLETE PAVING PROCEDURES INCLUDING, but not limited to, line and grade control, direction of paving operations, paving widths, jointing plan for planned longitudinal and transverse construction joints, and curing method.

1. Spacing between joints shall not exceed fifteen (15) feet unless approved by City.

2. Larger horizontal dimension of each slab panel shall not exceed one hundred fifty (150) percent of smaller horizontal dimension, unless approved by the City.

3. Contraction joint depth shall be one-third (1/3) pavement thickness.

4. Concrete pavement joints need to mesh with the traffic control plan and final pavement delineation. Joints shall be either coincidental with or bifurcate the final traffic lane lines.

F. CERTIFICATION OF AGGREGATE SOURCE.

G. CERTIFICATION OF PORTLAND CEMENT and supplementary cementing materials.

H. CERTIFICATION OF MIXING WATER FOR PCC.

I. CERTIFICATION OF CHEMICAL ADMIXTURES for PCC.

J. CERTIFICATION OF CURING COMPOUND.

K. CONTINGENCY PLAN, INCLUDING but not limited to backup paving equipment and backup batching facility.

L. METHODS OF HANDLING, STORING, delivering and mixing of materials.

M. OPERATING PROCEDURES FOR corrective action(s) necessary to assure a tight, smooth surface on the PCC pavement, free of tears larger than one-quarter (1/4) inch width and one-quarter (1/4) inch depth and other surface imperfections, including surface pitting.

8.23 PRE-PAVING MEETING
The Contractor shall schedule a pre-paving meeting prior to start of production to discuss the Quality Control Plan and methods of performing each item of the work. Attendees to include:

A. CONTRACTOR’S PROJECT SUPERINTENDENT;
B. CONCRETE PAVING FOREMAN;
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C. FOREMEN RESPONSIBLE FOR EARTHWORK and pavement base; D. REPRESENTATIVES FROM SUBCONTRACTORS for adjacent and related work; E. ENGINEER OF RECORD;
F. CITY PROJECT MANAGER;
G. TESTING LABORATORY; and
H. TESTING STAFF.

8.24 CONSTRUCTION EQUIPMENT
PCC pavement shall be placed with approved paver and/or other approved equipment.

A. CONCRETE PAVEMENT SHALL be spread, screeded, shaped, slip formed, and/or consolidated by one or more self-propelled machines. These machines shall perform in a manner so that the completed pavement will conform to the required cross section with a minimum amount of handwork. Consolidate the concrete with internal vibrators or other authorized method.

B. THE EQUIPMENT SHALL OPERATE in a manner that will prevent segregation and produce a smooth continuous surface without tearing, pulling, or shoving. The spread of the PCC shall be limited to a length that can be placed and finished within the appropriate time limit under the prevailing air temperature, wind, and climatic conditions.

C. THE EQUIPMENT SHALL PROCEED in a steady, continuous manner. Equipment speed during placement operations shall not exceed the speed necessary to ensure that thickness and smoothness requirements are met, and surface distress is minimized.

8.25 WEATHER LIMITATIONS
Do not place PCC pavement when the ambient temperature is below 45° Fahrenheit or is expected to fall below 32° Fahrenheit within forty-eight (48) hours of placement, unless otherwise permitted in writing by the City.

A. DO NOT PLACE PCC PAVEMENT when the ambient temperature is above 95° Fahrenheit unless otherwise permitted in writing by the City.

B. IF YOU PLAN TO PLACE PCC pavement in the above conditions, submit a plan to the City outlining procedures and methods for curing and weather protection.

C. DO NOT PLACE PCC PAVEMENT when the wind, heat, or humidity do not allow enough time to place, properly joint, compact, edge, finish, and cure before the surface dries.

8.26 CONDITION OF THE SUBGRAGE/SUBBASE
Prior to PCC pavement placement, the surface of the subgrade/subbase shall be clean and free of foreign material, ponded water, and frost prior to the placement of the PCC pavement mixture. The subgrade/subbase must be uniformly moist at the time of PCC placement. If sprinkling of water is required to remoisten certain areas, the method of sprinkling shall not 444
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be such that it forms mud or pools of free-standing water. Prior to placement of PCC, the subgrade/subbase shall meet required relative compaction and be accepted by the City. Soft or yielding areas shall be corrected.

8.27 JOINTS
The jointing plan shall be consistent with the recommendations and requirements in ACI 325.12R, “Guide for Design of Jointed Concrete Pavements for Streets and Local Roads” in addition to the requirements of these Standard Construction Specifications Standards including Section 3.e. Prior to placement of the PCC pavement, joint locations shall be marked by the Contractor in the field to ensure cold joints will align with the jointing plan. Following PCC placement, and before sawcutting the joints, the jointing plan shall be marked on the PCC by the Contractor with a temporary marking material to demonstrate to the City Inspector that the sawcuts are being placed per the plan.

A. NEW JOINTS IN PLASTIC concrete or recently hardened concrete shall align with joints in older concrete. Joints abutting curbs and other fixed concrete shall be installed within 10 degrees of perpendicular to the older concrete.

B. IF JOINTS ARE TO BE SEALED, they shall be clean and dry before sealing. The Contractor shall not place joint sealant or fillers prior to seventy-two (72) hours after the joint was sawcut. The Contractor shall remove all loose debris from the joints immediately prior to placing joint sealant or filler.

C. EXPANSION JOINTS SHALL BE placed at intersections of concrete pavement streets.

8.28 FORMATION OF JOINTS
A. COLD VERTICAL JOINTS - Any planned or unplanned construction joints that do not qualify as fresh joints shall be considered cold joints and shall be treated as follows:

1. Longitudinal and Transverse Cold Joints. Cold joints cut after two hours of placement shall be saw-cut to one-third (1/3) depth of the PCC pavement with the rest removed by hand or mechanical equipment. Any modification or substitution of the saw cutting procedure must be demonstrated to and accepted by the Engineer. All excess material from the joint cutting shall be removed.

2. Prior to placing fresh PCC mixture against a cold vertical joint, the joint shall be thoroughly cleaned of any loose or foreign material. The vertical joint face shall be wetted and in a moist condition immediately prior to placement of the adjacent lane.

3. Uneven surfaces or slopes greater than the maximum angle for edges determined by the Contractor prior to placement shall be cut vertically for the full depth of the PCC.

4. If multiple lifts are approved by the City, the top layer shall be placed so that longitudinal joints in that layer will coincide with joints in the lower layers of the 445
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pavement. Transverse joints in the top layer shall coincide with transverse joints in the lower layers of the pavement.

B. HORIZONTAL COLD LIFT JOINTS - For horizontal cold joints the surface of the lift shall be kept continuously moist and cleaned of all loose material prior to placement of the subsequent lift. The use of a cement slurry or mortar grout between lifts is required.

If supplementary bonding materials are used, they shall be applied immediately prior to placement of the subsequent lift.

C. PCC PAVEMENT JOINTS AT STRUCTURES - The joints between PCC pavement and concrete structures shall be treated as isolation vertical joints.

D. CONTROL JOINTS - Control joints shall be constructed in the PCC pavement to induce cracking at pre-selected locations. Early entry saws shall be utilized as soon as possible behind the rolling operation and set to manufacturer’s recommendations; saw crack control joints to the interval specified on the plans. The depth of the crack control joints shall be equal to one-third (1/3) of the thickness of PCC pavement. The width of the crack control joints shall be one-eighth (1/8) inch maximum. Extend all crack control joints the entire width of paving. When sawing crack control joints, begin as soon as the PCC cuts without excessive raveling along the saw cut and finish before conditions induce uncontrolled cracking, regardless of the time or weather. Control joints shall be sprayed with curing compound immediately.

E. ISOLATION JOINTS - Line the perimeter of fixed structures such as manholes, valves, and trench drains with strips of fiberboard or other approved isolation joint material, as noted in the plan details, prior to paving. Joint filler for isolation joints must be preformed expansion joint filler for concrete (bituminous type) in compliance with ASTM D 994.

F. EXPANSION JOINTS - Install expansion joints to the details, dimensions, and locations shown on the jointing plan. Include width, filler, sealing material, location and/or spacing recommendations in the expansion joint plan, considering thermal effects, regional climatic conditions, PCC coefficient of thermal expansion and expected daily temperature ranges at the time of placement.

8.29 CURING
A. GENERAL - Immediately after final consolidation and finishing use an approved curing method outlined below. Curing compound shall be applied vertically from above the pavement. Application shall not be allowed from the side of the pavement. During this work, the Contractor shall control the work such that it does not result in curing compound particulate migration. Reapply curing compound to saw cuts and disturbed areas.

B. CURING COMPOUND MUST MEET the requirements of State Standard Specifications Section 90-1.03B and be curing compound number 1 or 2. Curing compound shall be applied at a rate of one hundred fifty (150) sf/gallon no later than one (1) hour after completion of finishing operations on the surface and edges of PCC pavement. This 446
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application must ensure a uniform continuous (free of uncured areas) membrane across the entire pavement. If the application rate is found to be insufficient, the Contractor, with approval of the Engineer, can increase the application rate to a level which achieves a void-free surface without ponding. In case the minimum rate of application is specified otherwise by manufacturer’s recommendations, the highest application rate shall govern.

8.30 CONCRETE PAVEMENT SMOOTHNESS
A. THE CITY ACCEPTS PAVEMENT surfaces for smoothness based on compliance with 36- 3 and 40-1.01D(8)(c.)(iii) of the State Standard Specifications.

B. FOR AREAS THAT REQUIRE pavement smoothness determined using a twelve (12) foot straightedge, the pavement surface must not vary from the lower edge of the straightedge by more than:

1. 0ne-hundredth (0.01) foot when the straightedge is laid parallel with the centerline.

2. Two-hundredths (0.02) foot when the straightedge is laid perpendicular to the centerline and extends from edge to edge of a traffic lane.

3. Two-hundredths (0.02) foot when the straightedge is laid within twenty-four (24) feet of a pavement conform.

The Engineer may order you to recalibrate your inertial profiler equipment and reprofile. If your results are inaccurate due to operator error, the Engineer may disqualify your inertial profiler operator.

8.31 ADDITIONAL PCC PAVING REQUIEMENTS
A. LIFT THICKNESS SHALL NOT be less than those specified in the approved plans and the minimum thickness specified in Section 3 of the City Design Standards. Multiple lifts are not allowed unless approved by the City Engineer.

B. SEGREGATION - If segregation occurs in the PCC during paving, operations shall cease until the cause is determined and corrected.

C. PLACEMENT - PCC placement shall be done in a pattern so that the curing water from the previous placements will not pose a runoff problem on the fresh PCC surface or on the subbase layer.

D. RESTORATION AFTER QUALITY ASSURANCE TESTING - If coring is required by the City, the Contractor shall fill the core holes with Portland cement concrete as directed by the Engineer. Concrete shall meet the requirements of Section 90 of the State Standard Specifications and the mix design requirements in Section 8.21 of these Standard Construction Specifications. Core holes are to be filled to be flush with surrounding pavement surface.
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E. THICKNESS REQUIREMENTS SHALL be met after any required diamond grinding of the PCC pavement.

F. REMOVAL OF TEMPORARY TRAFFIC stripes shall not cause deficiencies in pavement smoothness or thickness. If deficiencies are visible by City Inspector, the Contractor shall treat the surface to remove the deficiency.

8.32 EXISTING CONCRETE PAVEMENT REPAIR
A. SUBMIT A MIX DESIGN THAT meets the requirements of Section 8.21 of these Standard Construction Specifications.

B. REMOVING CONCRETE PAVEMENT

1. Sawcut using a diamond blade and make cuts perpendicular to the pavement surface. Sawcutting is not required where concrete pavement is adjacent to asphalt concrete pavement.

2. Sawcuts must be the full pavement depth unless otherwise shown.

3. Sawcut at longitudinal and transverse joints to remove entire slabs.

C. AFTER REMOVING PAVEMENT TO the depth shown, grade the aggregate base to a uniform plane. Water as needed and compact the aggregate base remaining in place to a firm and stable base and to at least ninety-five (95) percent relative compaction.

The finished surface of the remaining material must not extend above the grade established by the Engineer.

D. DRILL AND BOND BARS IN accordance with State Standard Specification Section 41-10 and as required in the project improvement plans and special provisions.

8.33 MEASUREMENT AND PAYMENT
A. CONCRETE PAVEMENT SHALL BE measured by the volume determined by the dimensions shown on the approved plans. Payment shall be made at the contract price per cubic yard and shall include full compensation for furnishing all labor, materials, tools, equipment, traffic control, incidentals, and for doing all the work in placing concrete pavement, complete in place as shown on the plans, as specified in these specifications and as directed by the City Engineer.

B. PAYMENT FOR NON-COMPLIANT work is at the sole discretion of the City. 448
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SECTION 9 STABILIZED SOIL
SECTION 9

STABILIZED SOIL

9.01 GENERAL
Replace State Standard Specifications Section 24 in its entirety with the following:

A. SUMMARY - Section 9.01 includes general specifications for stabilizing soils.

B. DEFINITIONS

1. Stabilizing Agent: Material added to improve strength and durability of the Subgrade material.

C. SUBMITTALS

1. General
a. At least fifteen (15) days before starting soil stabilization activities, submit the name of the laboratory the Contractor will use for QC tests if required by the project. The laboratory must be accredited by AASHTO resource and/or Caltrans for all proposed QC testing.
b. Before performing QC sampling and testing, submit the time and location the sampling and testing will occur. Submit QC testing results within twenty-four (24) hours of receiving the results.
c. Submit a certificate of compliance with the stabilizing agent samples that includes a statement certifying the stabilizing agent furnished is the same as on the current Caltrans Authorized Material Source List for the stabilizing agent specified.
d. Submit a weighmaster certificate for stabilizing agent remaining on hand after completion of the work. Submit a stabilized soil quality control plan within fifteen (15) days prior to start of work.

D. QUALITY ASSURANCE

1. General
a. If requested, perform QC testing in the presence of the Engineer. b. If required, construct test strips with materials, tools, equipment, and methods you will use in the work.
c. Construct test pads for compaction tests by scraping away material to the depth ordered. If a compaction test fails, corrective action must include the layers of material already placed above the test pad elevation.

2. Preparing Subgrade Material
a. After preparing an area for soil stabilization, verify the surface grades.

3. Mixing
a. Randomly test the adequacy of the mixing with a phenolphthalein pH indicator solution.

4. City Acceptance
a. Stabilized soil acceptance is based on:
i. Visual inspection
ii. Compliance with the requirements shown in the following table:
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Table 9-1 - Stabilized Soil Requirements for Acceptance Quality Characteristic Test Method Requirement
Relative compaction, (min, %) California Test 231 and 216 See section for the specified stabilization agent1
Stabilization agent application
rate
Calibrated tray or equal Final application rate ordered by the Engineer ± 5%
1 For lime stabilized soil, see Section 9.04, C Construction. For cement stabilized soil, see Section 9.05, C Construction.

9.02 MATERIALS
A. GENERAL

1. Reserved
B. WATER

1. Water for stabilized soil must be clean and contain no more than six-hundred-fifty (650) parts per million of chlorides as Cl determined under California Test 422 and no more than one-thousand-three hundred (1,300) parts per million of sulfates as SO4 determined under California Test 417.

C. CURING SEAL

1. Curing seal must be asphaltic emulsion, Grade SS-1, SS-1h, CSS-1, or CSS-1h.

D. STABILIZING AGENT

1. Lime sources must be on the current Caltrans Authorized Material List for approved producers of lime for use in soil stabilization or approved by City Engineer.

9.03 CONSTRUCTION
A. GENERAL

1. Do not mix different types of stabilizing agent or from more than one source.

2. Deliver stabilizing agent in full loads unless it is the last load needed for a work shift.

B. PREPARING SUBGRADE MATERIAL

1. For native soil and embankment, remove rocks or solids larger than one and honehalf (1.5) inch. Minimum treatment depth is twelve (12) inches.

2. Grade the subgrade material to be stabilized to within eight-hundredths (0.08) foot of the lines and grades shown.

C. APPLYING STABILIZING AGENT

1. The Geotechnical Engineer, per the Project Soils Report, orders the application rate as pounds of stabilizing agent per square foot of Subgrade material to be stabilized.

2. Do not vary from the design application rate by more than five (5) percent.

D. MIXING

1. Stabilizing agent and Subgrade material must be uniformly mixed at least twice to within five-hundredths (0.05) foot of the depth shown at any point. If you exceed 450
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the mixing depth shown by more than ten (10) percent, add stabilizing agent in proportion to the exceeded depth.

2. Remix until the mixture is uniform with no streaks or pockets of stabilizing agent.

E. COMPACTION

1. Compact using a sheepsfoot or segmented wheel roller immediately followed by steel drum or pneumatic-tired rollers.

2. Wherever the thickness shown is one (1.0) foot or less, compact in one (1) layer.

Wherever the thickness shown is more than one (1.0) foot, compact in two (2) or more layers of approximately equal thickness. The maximum compacted thickness of any one (1) layer must not exceed one (1.0) foot unless you first construct a test strip to demonstrate your equipment, and methods provide uniform distribution of stabilizing agent and achieve the specified compaction. The test strip must contain at least five hundred (500) sq yd of material and no more material than one (1) day’s production. Construct test strips with materials, tools, equipment, and methods you will use in the work.

3. Use other compaction methods in areas inaccessible to rollers.

F. FINISH GRADING

1. Wherever the finished surface of stabilized soil is above the allowable tolerance, trim and remove the excess material. Do not leave loose material on the finished surface. If finish rolling cannot be completed within two (2) hours of trimming, defer trimming.

2. Finish rolling of trimmed surfaces must be performed with at least one (1) complete coverage with steel drum or pneumatic-tired rollers.

3. Do not proceed with construction activities for subsequent layers of material until the Engineer verifies the final grades of the stabilized soil.

G. CURING

1. General
a. Cure by one of the following methods:
i. Water cure.
ii. Curing seal.
iii. Moist material blanket.

1. Water Cure
a. Water may be used to cure the finished surface before you place a moist material blanket or apply curing seal. Keep the surface above the optimum moisture content of the stabilized soil. Use this method for no more than three (3) days, after which you must apply a curing seal or place a moist material blanket.

2. Curing Seal:
a. Curing seal equipment must have a gauge indicating the volume of curing seal in the storage tank.
b. Apply curing seal to the finished surface of stabilized soil under State Standard Specifications Section 37-1.03 when the stabilized soil is at optimum moisture content.
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i. When the ambient temperature is above 40 degrees Fahrenheit and rising. ii. At a rate from one-tenth (0.10) to two-tenths (0.02) gallon per square yard.

The exact rate is determined by the Engineer.
a. Repair damaged curing seal the same day the damage occurs.

3. Moist Material Blanket
a. Moist material blanket may be either a temporary or permanent layer of material of sufficient thickness to prevent drying of the stabilized soil. You may use moist material blanket if the stabilized soil can bear the weight of construction equipment. Maintain the moist material blanket above the optimum moisture content, as appropriate, until the next structural layer is placed.

9.04 LIME STABILIZED SOIL
A. GENERAL

1. Summary
a. Section 9.04 includes specifications for stabilizing soil by mixing Subgrade material with lime and water.

1. Definitions
a. Mellowing period: Time between the initial and final mixing to promote initial chemical reactions between lime, water, and Subgrade material.

2. Applying Lime
a. The Geotechnical Engineer determines the final application rate for each lime product proposed from the samples submitted based on California Test 373.

Wherever the Subgrade material to be stabilized changes, the Geotechnical Engineer changes the application rate. The Geotechnical Engineer provides the optimum moisture content determined under California Test 373 for each application rate.
b. Whenever lime in slurry form is used, report the quantity of slurry placed by measuring the volume of slurry in the holding tank once per forty thousand (40,000) sq ft stabilized, or twice per day, whichever is greater. c. The Engineer verifies the application rate of lime used in dry form with a calibrated tray, or equal, once per forty thousand (40,000) sq ft of stabilized soil, or twice per day, whichever is greater.

3. Mixing
a. During mixing operations, measure and record the ground temperature at full mixing depth.
b. Take a composite sample from five (5) random locations after initial mixing.

The moisture content of the composite sample tested under California Test 226 must be a minimum of three (3) percent greater than optimum. Determine the moisture versus density relationship of the composite sample material under California Test 216, except part 2, section E, paragraph 6 is modified as follows:
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c. After adjustment of the moisture content, compact each of the remaining test specimens in the mold, then record the water adjustment, tamper reading, and the corresponding adjusted wet density from the chart on Table 1 using the column corresponding to the actual wet weight of the test specimen compacted. Note each of these wet weights on Line I.
d. After mixing and before compacting, determine maximum density under California Test 216 from composite samples of mixed material samples from five (5) random locations and at each distinct change in material. Test the gradation for compliance with section 9-2.03C Test the moisture content of the mixed material under California Test 226.
e. Moisture content during the mellowing period determined under California Test 226 must be at least three (3) percent higher than the optimum moisture content.

4. Compaction
a. Test relative compaction on a wet weight basis.
b. After initial compaction, determine the in-place density under California Test 231 and moisture content under California Test 226, at the same locations.

Perform three tests per one thousand (1,000) sq yd of lime stabilized soil. Test in one (1) foot depth intervals.

5. Quality Control Testing
a. Lime stabilized soil quality control must include testing the quality characteristics at the frequencies shown in the following table:
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Table 9-2 - QC Testing Frequencies
Quality Characteristic Test Method Sampling Location Minimum Frequency Ground surface temperature
before adding lime and full
depth ground temperature
during mixing operations
--
Each temperature
location
1 test per 20,000 sq ft, minimum
1 per day
Lime application rate Calibrated
tray or equal Roadway 1 test per 40,000 sq ft, minimum2 per day Gradation on mixed material California
Test 202 Roadway 1 per 1000 sq yd, minimum 1 perday
Moisture content California Test
226 Roadway
1 per 1000 sq yd on each layer,
each day during mixing and
mellowing periods, minimum 1
per day
Relative compaction California
Test 231 Roadway 1 per 1000 sq yd one each layer,minimum 1 per day A. MATERIALS

1. Lime must comply with ASTM C977 and the requirements shown in the following table.

Table 9-3 Lime Quality
Quality Characteristic Test Method Requirement
Available calcium and
magnesium oxide (min, %)
ASTM C25 or ASTM
C1301 and C1271
High calcium quicklime: CaO > 90
Dolomitic quicklime:

CaO > 55 and CaO + MgO > 90
Loss on ignition (max, %) ASTM C25
7 (total loss)
5 (carbon dioxide)
2 (free moisture)
Slaking rate ASTM C110 30 °C rise in 8 minutes

2. A one-half (0.50) lb. sample of lime dry-sieved in a mechanical sieve shaker for ten (10) minutes ± thirty (30) seconds must comply with the percentage passing for the sieve size shown in the following table:

Table 9-4 - Lime Gradation
Sieve Size Percentage Passing
3/8" 98-100

3. Slurry must:
a. Be free of contaminants.
b. Contain at least the minimum dry solids.
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c. Have uniform consistency.
d. Prepared at the job site.

B. CONSTRUCTION

1. General
a. Before applying lime, measure the ground surface temperature. Apply lime at ground temperatures above 35 degrees Fahrenheit Do not apply lime if you expect the ground temperature to drop below 35 degrees Fahrenheit before you complete mixing and compacting.
b. During mixing, maintain the in-place moisture of the subgrade material to be stabilized at a minimum of three (3) percent above the optimum moisture determined under California Test 216 as modified in Section 9.04 During compaction and finish grading, add water to the surface to prevent drying until the next layer of mixed material is placed, or until you apply curing treatment. c. Scarify the surface of lime stabilized soil at least two (2) inches between each layer. Do not scarify the finished surface of the lime stabilized soil. d. From the application of lime to three (3) days after the application of curing treatment, only equipment and vehicles essential to the lime stabilization work are allowed on the lime stabilized soil.

2. Applying Lime
a. Apply lime in dry form. You may apply lime in slurry form, if authorized. b. Apply lime uniformly over the area to be stabilized using a vane spreader. c. Lime slurry must be in suspension during application. Apply lime slurry uniformly making successive passes over a measured section of the roadway until the specified lime content is reached. Apply the residue from lime slurry over the length of the roadway being processed.

3. Mixing
a. Mix lime on the same day it is applied. After the initial mixing, allow a mellowing period for at least twenty-four (24) hours before final mixing for untreated Subgrade material with a plasticity index (ASTM D4318) of twentyfive (25) or less, and at least thirty-six (36) hours before final mixing for untreated Subgrade material with a plasticity index (ASTM D4318) higher than twenty-five (25). You may add water and mix during the mellowing period. b. Complete all the mixing work within three (3) days of the initial application of lime.
c. Before comp action, the mixed material, except rock, must be within the percentage passing limits for the sieve sizes shown in the following table:
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Table 9-5 - Mixed Material Gradation
Sieve Size Percentage Passing

1.5” 100
1" 95-100
No. 4 60-100

4. Compaction
a. Do not use vibratory rollers.
b. Start compacting immediately after final mixing.
c. Compact the lime stabilized soil to at least ninety-five (95) percent relative compaction.

5. Finish Grading
a. The finished surface of the stabilized soil must not vary more than eighthundredths (0.08) foot above or below the grade established by the project plans.
b. Maintain the moisture content of the lime stabilized soil at a minimum of three (3) percent above optimum moisture content through the entire finish grading operation.
c. Wherever lime stabilized soil is below the allowable tolerance, you may use trimmed material to fill low areas only if final grading and final compaction occurs within forty-eight (48) hours of beginning initial compaction. Before placing trimmed material, scarify the surface of the area to be filled at least two (2) inches deep.

6. Curing
a. Choose the method of curing and apply the chosen curing method within twenty-four (24) hours of completing the sheepsfoot or segmented wheel compaction and within the same day of any trimming and finish grading.

7. Payment
a. Payment shall be made at the contract price per square yard and shall include full compensation for furnishing all labor, materials, tools, equipment, traffic control, incidentals and for doing all the work in placing soil stabilization, compaction, trimming, and curing complete in place as shown on the plans, as specified in these specifications, and as directed by the City Engineer. The City does not adjust the unit price for an increase or decrease in lime quantity.

9.05 CEMENT STABILIZED SOIL (CSS)
A. GENERAL

1. Summary
a. Section 9.05 includes specifications for constructing CSS by mixing Subgrade material with cement and water.

2. Submittals
a. Submit a certificate of compliance under State Standard Specifications Section 90-1.01C(3).
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3. Quality Assurance
a. Stop CSS activities and immediately notify the Engineer if either of the following occurs:
i. Any quality control test result does not comply with the Specifications. ii. Visual inspection shows noncompliant CSS.
b. If CSS activities are stopped, before resuming activities:
i. Notify the City of the adjustments you will make.
ii. Reprocess, remedy, or replace the noncompliant CSS until it complies with specifications.
iii. Construct a one thousand (1,000) square yard test strip of CSS demonstrating ability to comply with the specifications.
iv. Obtain the City’s authorization.

4. Applying Cement
a. The Engineer determines the final application rate based on ASTM D1633, Method A, except:
i. Test specimens must be compacted under ASTM D1557, Method A or B. ii. Test specimens must be cured by sealing each specimen with two (2) layers of plastic at least four (4) millimeters thick. The plastic must be tight around the specimen. Seal all seams with duct tape to prevent moisture loss.

Sealed specimens must be placed in an oven for seven (7) days at 100 ± 5 degrees F. At the end of the curing period, specimens must be removed from the oven and air-cooled. Duct tape and plastic wrap must be removed before capping. Specimens must not be soaked before testing. b. The application rate is ordered as pounds of cement per square yard of Subgrade material to be stabilized.
c. Before applying cement, measure and record the air temperature and in situ moisture content of the Subgrade material to be stabilized. d. The Engineer verifies the application rate using a calibrated tray or equal once per forty thousand (40,000) sq ft of stabilized Subgrade material, or twice per day, whichever is greater.

5. Mixing
a. During mixing operations, measure and record the air temperature for the Subgrade material to be stabilized.
b. For each day of mixing, test the in-place moisture content under California Test 231, Part 1, Section E and verify moisture content under California Test 226.

Sample immediately after mixing.
c. After mixing, maintain the in-place moisture of the Subgrade material to be stabilized within a range of one (1) percent below to two (2) percent above the optimum moisture determined under California Test 216. Determine in-place moisture content under California Test 231. During compaction and finish grading, add water to the surface to prevent drying until the next layer of mixed material is placed, or until you apply curing treatment.

6. Compaction
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a. After compaction, determine in-place wet density under California Test 231 and moisture content under California Test 226, at the same locations. Perform one test per one thousand (1,000) sq yd of CSS. Test in one (1) foot depth intervals from the bottom of the CSS layer regardless of the layer thickness.

Convert wet density to dry density and calculate relative compaction under California Test 216 on a dry density basis.

7. Quality Control Testing
a. Cement stabilized soil quality control must include testing the quality characteristics at the frequencies shown in the following table:

Table 9-6 - QC Testing Frequencies
Quality Characteristic Test Method Sampling Location Minimum Frequency Air temperature before adding
cement to Subgrade material --
Each temperature
location
1 test per 20,000 sq ft,
minimum 1 per day
Moisture content of Subgrade
material before adding cement
California Test
226 Roadway 1 per 1,000 sq yd per layer, minimum 1 per day Cement application rate Calibrated
tray or equal Roadway 1 test per 20,000 sq ft,minimum 2 per day Gradation on mixed material California Test
202 Roadway 1 per 1,000 sq yd per layer,minimum 1 per day Moisture content of mixed
material
California Test
226 Roadway 1 per 1,000 sq yd per layer,minimum 1 per day Moisture content of compacted
material at time of relative
compaction testing
California Test
231 Roadway 1 per 1,000 sq yd per layer, minimum 1 per day Relative compaction California Test
231 Roadway 1 per 1,000 sq yd per layer,minimum 1 per day B. MATERIALS

1. Cement must comply with SSS Section 90-1.02B(2).

C. CONSTRUCTION

1. General
a. Remove standing water from the Subgrade material.
b. Apply cement at air temperatures above 40 degrees F and rising. Do not apply cement to frozen Subgrade material.
c. During compaction and finish grading, add water to the surface to prevent drying until the next layer of mixed material is placed, or until you apply curing treatment.
d. Do not scarify surfaces of intermediate or final layers of CSS.

2. Applying Cement
a. Apply cement uniformly over the area to be stabilized using a vane spreader. b. Do not apply dry cement in windy conditions that will result in dust outside the treatment area.
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3. Mixing
a. You may mix cement and the Subgrade material off the job site. b. Complete initial mixing work within thirty (30) minutes of the application of cement.
c. After mixing, maintain the in-place moisture of the Subgrade material to be stabilized within a range of one (1) percent below to two (2) percent above the optimum moisture.
d. Before compaction, the CSS, except rock, must be within the percentage passing limits for the sieve sizes shown in the following table:

Table 9-7 - Cement Stabilized Soil Gradation
Sieve Sizes Percentage Passing
2" 100
3/4" 98-100
No. 4 55-100

4. Compaction
a. Complete initial compaction of a layer within two (2) hours of initial mixing of cement.
b. Complete all compaction of a layer within four (4) hours of mixing of cement. c. Compact the CSS to at least ninety-seven (97) percent relative compaction.

5. Finish Grading
a. Maintain the moisture content of the CSS to within a range of one (1) percent below and two (2) percent above the optimum moisture content through the entire finish grading operation.
b. Finish rolling of trimmed surfaces must be performed within two (2) hours of completion of compacting.
c. The finished surface of the CSS must not vary more than five-hundredths (0.05) foot above or below the grade established by the project plans unless approved by the City.
d. Fill areas of finished CSS that are lower than the grade established by the Engineer with material specified for the subsequent layer.

6. Curing
a. Choose the method of curing and apply the chosen cure method on the same day as completing compaction and any trimming and finish grading. b. Do not trim CSS after curing.
c. For CSS you may cure by placing a subsequent pavement layer over the finished CSS.
d. You may place subsequent pavement layers any time after finish grading if the CSS is sufficiently stable to support the required construction equipment without marring or permanently distorting the surface.

D. PAYMENT

1. Payment shall be made at the contract price per square yard and shall include full compensation for furnishing all labor, materials, tools, equipment, traffic control, 459
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incidentals and for doing all the work in placing soil stabilization, compaction, trimming, and curing complete in place as shown on the plans, as specified in these specifications and as directed by the City Engineer. The City will not pay for subsequent layer material used to fill low areas of cement stabilized soil. The City does not adjust the unit price for an increase or decrease in cement quantity. 460
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SECTION 10ADJUSTMENT OF CASTINGS
SECTION 10

ADJUSTMENT OF CASTINGS

10.01 DESCRIPTION
This work shall consist of adjusting castings to conform with the new elevation of the street and in conformance with these City Standard Construction Specifications and City Standard Details.

10.02 ADJUSTMENT
Prior to pavement reconstruction or overlay work, all existing castings shall be referenced and tied to temporary monumentation so underground utility facilities can be located in the event of an emergency. All castings shall be brought to finish grade after the final pavement lift has been installed. The manhole openings shall be temporarily covered by suitable means acceptable to City Inspector. For street reconstructions, pavement overlays, or asphalt repairs on existing streets, manholes, valve boxes, survey monument boxes, and all other utility facilities shall be raised, and concrete placed within three (3) working days after permanent pavement wearing course has been placed. The necessary portions of the subgrade, base, and pavement shall be neatly cut away, the manhole built up, and the frames set to a grade flush with the surface of the adjacent pavement. The surrounding area from which the pavement, base, or subgrade has been removed shall be backfilled. Concrete shall be placed in accordance with the requirements in the City Standard Details. Concrete placed around castings as specified in Section 90-2 of the State Standard Specifications and shall incorporate lamp black coloring to match roadway surface color unless otherwise approved by City Engineer. The work shall be performed to present a neat and thorough workmanlike appearance upon completion

10.03 MEASUREMENT AND PAYMENT
Unless specifically shown as an item of work on the proposal form, the adjustment of castings shall be considered included in other items of work and no additional compensation will be made for labor, materials, or equipment needed.
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SECTION 11CONCRETE CURB, GUTTER, SIDEWALK AND DRIVEWAYS SECTION 11

CONCRETE CURB, GUTTER, SIDEWALK AND DRIVEWAYS

11.01 DESCRIPTION
Work shall conform with Section 73 and Section 90 of the State Standard Specifications and City Standard Details 201 through 264 with the following additions. All curb, gutter, and sidewalks shall be constructed of minimum four thousand (4,000) pounds per square inch (psi) concrete. Calcium Chloride shall not be added to concrete. All concrete shall be delivered in transit mixers with agitating drums. Non-agitating transport equipment will not be allowed unless specific written approval is granted by the City Engineer.

For repair/placement of non-standard concrete flatwork (i.e., special finishes or color), refer to the project technical specifications, improvement plans, or contact the Construction Management and Facilities Development Division of the Capital Projects Department for specifications and requirements.

11.02 INSTALLATION
A. SUBGRADE PREPARATION - The finished subgrade immediately prior to placement of aggregate base shall be compacted to ninety-five (95) percent relative compaction for a depth of six (6) inches.

B. BASE - Shall be Class 2 Aggregate Base (3/4-inch maximum aggregate gradation) mechanically compacted to ninety-five (95) percent relative compaction.

C. EXTRUDED SIDEWALK, CURB AND GUTTER - Use of an extrusion machine is allowed for extruded sidewalk, curb, and gutter. Work shall conform to State Standard Specifications Section 73-1.03D with the exception of the cement content. A test pour may be required by the City Engineer prior to approval.

D. PLACING AND FINISHING - No concrete shall be placed or finished in the rain or under freezing conditions. It shall be the Contractor’s responsibility to schedule their operations such that concrete will not be placed or finished in the rain or under freezing conditions.

At the end of each day’s pour, when work is terminated, or when a delay of more than thirty (30) minutes occurs, the joint shall be made vertical and square ended with twelve (12) inch lengths of #4 reinforcement bar embedded at eighteen (18) inch centers.

When a concrete pour terminates at existing concrete, the rebar, as described above, shall be retrofitted by coring or drilling existing concrete (minimum of four (4) inches) installing bars and filling annular voids with epoxy. Existing concrete shall be removed to the nearest deep joint or score mark.

Weakened plane joints shall be constructed according to the Standard Details. 462
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SECTION 11CONCRETE CURB, GUTTER, SIDEWALK AND DRIVEWAYS Expansion joint material shall not be used.

All concrete surfaces shall be finished with a medium broom finish unless otherwise specified. A heavy broom finish will not be allowed. A concrete finish not conforming to the City Standard Specifications regarding blemishes and alignment tolerances shall be cause for rejection of the work.

Detectible warning (truncated dome) panels shall be placed at the back of curb line, immediately behind the curb and gutter, centered in the opening to the street (regardless of slope), at every curb ramp per City Standard Details 206 through 210, as applicable.

E. CURING - Cure concrete using the curing compound method with pigmented curing compound in accordance with the State Standard Specifications Section 90.

Completely coat the exposed faces of the concrete with curing compound.

F. JOINTS - Tool joints and score marks shall be placed through the sidewalk, curb, ramp and gutter section as shown on City Standard Details. All tool joints shall be a minimum of one and one-half (1.5) inches. Expansion joint material shall not be used.

The purpose of the tool joint is to separate the aggregate and control cracking. During concrete finishing, after placement of a one and one-half (1.5) inch-deep tool joint, the joint shall be redressed/finished with a three-eighths (3/8) inch joint tool.

Weakened plane joints shall be constructed to the City Standard Details. Expansion joint material shall not be used.

G. REPAIR OF CONCRETE CURB, GUTTER, SIDEWALK AND DRIVEWAYS - After construction and prior to acceptance, if any concrete becomes cracked, gouged, or otherwise damaged, the City Engineer shall require the concrete work be repaired by removing the damaged sections of concrete from the closest existing joint and replacing it to correct grade. Should existing concrete curb, gutter, sidewalk, and/or driveway be cracked, gouged, or otherwise damaged by work completed under City Encroachment Permit, said damaged concrete sections shall be repaired by replacement as described above, prior to City acceptance of encroachment permit work.

H. TESTING - After construction, gutters shall be checked with flowing water. The City Engineer or City designated representative must be present during the flow test. Any high spots or depressions revealed by the flow test shall be repaired by removing that section of concrete and replacing it to the correct grade.

11.03 MEASUREMENT AND PAYMENT
Concrete sidewalks (excluding curb and gutter, driveways, access ramps, and drop inlets) shall be measured and paid for by the square foot, with the length being measured along the center of the section.

Concrete curb and gutter and barrier curb shall be measured and paid for by the linear foot, measured along the face of the curb, except those portions located within the limits of driveways, access ramps, drop inlets, and all associated transitions. 463
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SECTION 11CONCRETE CURB, GUTTER, SIDEWALK AND DRIVEWAYS Concrete driveways, access ramps, and drop inlets shall be measured and paid for per each, or as specified in the contract documents, including the portion within the gutter pan.

Payment for units measured shall include labor, materials, equipment, tools, and incidentals required to construct a finished curb or flat work product, including subgrade, and aggregate base preparation all in accordance with the plans, specifications, and as directed by the City Engineer.
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SECTION 12TRENCH EXCAVATION AND BACKFILLING
SECTION 12

TRENCH EXCAVATION AND BACKFILLING

12.01 DEFINITIONS
A. BACKFILL - Material which covers and surrounds the pipe and extends from the pipe bedding to the top of the trench, including pipe bedding, initial backfill, select backfill, and finish backfill.

B. PIPE BEDDING - Material that provides support for the bottom of the pipe, measured from the bottom of the trench to the bottom of the pipe.

C. INITIAL BACKFILL - Material surrounding and covering the pipe extending from the pipe bedding to six inches above the top of pipe.

D. SELECT BACKFILL - Material that extends from the initial backfill zone to the finish backfill zone.

E. FINISH BACKFILL - Material which extends from the select backfill zone to a minimum of three (3) inches below finish grade on existing streets, or to the bottom of the street structural section on new (previously undeveloped) streets, or to the top of the trench in non-street rights-of-ways. Finish backfill shall be Class II AB in an existing street and may be native material conforming to Section 12.06 or Class II AB in a nonstreet right-of-way or as shown on the approved construction plans.

F. TRENCH - A narrow excavation (in relation to length) made below the surface of the ground. In general, the depth of a trench is greater than its width, but the width of the trench (measured at the bottom) is not greater that fifteen (15) feet.

12.02 TRENCH EXCAVATIONS
Excavation for appurtenant structures such as, but not limited to, manholes, transition structures, junction structures, vaults, valve boxes, catch basins/inlets, thrust blocks, and boring pits shall be deemed to be in the category of trench excavation.

Trench excavation shall include the removal of all water and materials of any nature, which interfere with the construction work. Placement of spoil materials on the paved street area will not be allowed. The treatment and disposal of water from any source shall be in compliance with all water quality regulations and permit requirements.

Trench excavation for the installation of conduit shall be by open trench unless otherwise specified or shown on the improvement plans. However, should the Contractor elect to tunnel or bore and jack or use another type of trenchless technology for any portion not so specified, the Contractor shall first obtain written approval from the City Engineer.

Open trenching shall be prohibited on all newly paved and newly overlayed streets and reconstructed streets for a period of three (3) years, unless otherwise approved by the City Engineer.
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Pursuant to the provisions of Public Contracts Code Division 2, Part 1, Chapter 7, Section 7104, for any work involving the digging of trenches or other excavations, the following shall apply:

A. THE CONTRACTOR SHALL PROMPTLY, and before the following conditions are disturbed, notify the City in writing of any:

1. Material that the Contractor believes may be material that is hazardous waste, as defined in Section 25117 of the Health and Safety Code, that is required to be removed to a Class I, Class II Class III disposal site in accordance with provisions of existing law.

2. Subsurface or latent physical conditions at the site differing from those indicated on the plans or within the specification.

3. Unknown physical conditions at the site of any unusual nature, different materially from those ordinarily encountered and generally recognized as inherent in work of the character provided for on the plans and/or specifications.

B. FOR CITY CAPITAL IMPROVEMENT PROJECTS, the City shall promptly investigate the conditions, and if it finds that the conditions do materially differ, or do involve hazardous waste, and cause a decrease or increase in the Contractor’s cost of, or the time required for, performance of any part of the work shall issue a change order under the procedures described in the Contract.

C. IN THE EVENT THAT A DISPUTE ARISES on Capital Improvement Projects between the City and the Contractor whether the conditions materially differ, or involve hazardous waste, or cause a decrease or increase in the Contractor’s cost of, or time required for, performance of any part of the work, the Contractor shall not be excused from any scheduled completion date provided for by the Contract, but shall proceed with all work to be performed under the Contract. The Contractor shall retain any and all rights provided either by Contract or by law, which pertain to the resolution of disputes and protests between the contracting parties.

12.03 TRENCHES
A. TRENCH LENGTH - The maximum length of open trench, where prefabricated pipe is to be laid, shall be the distance necessary to accommodate that amount of pipe, which can be installed in a single day. The distance is the collective length at any location, including open excavation, pipe laying, and appurtenant construction and backfill which has not been temporarily resurfaced.

B. TRENCH WIDTH - The maximum clear width of the trench at the top of the pipe shall not be more than the outside diameter of the pipe at any point plus two (2) feet.

Greater width of trench at the top of the pipe shall be permitted only upon written approval of the City Engineer. In no case shall the free working space on each side of the pipe be less than six (6) inches.

If the maximum trench width is exceeded, the Contractor shall provide additional bedding, another type of bedding, or a higher strength of pipe than shown on the 466
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plans or as otherwise approved by the City Engineer, at no additional cost to the City.

C. TRENCH PLATING - Steel plates will be allowed as an open trench cover (to a maximum length of fifty (50) feet) for instances where stoppage of work is required (i.e., overnight, design change, etc.) Steel plates shall be joined together with tack welds and shall be secured to the existing road surface with steel pins, etc. In addition, steel plates shall have cold mix asphalt concrete placed around all edges, which are exposed to pedestrian and/or vehicular traffic. Non-skid steel plates shall be required in all paved areas.

Use of trench plates shall be minimized. Maximum duration of trench plate use in any one location shall be ten (10) calendar days unless otherwise approved by the City Engineer.

D. TRENCHING REPLACEMENT ADJACENT TO CURB AND GUTTER - For trenching within existing street, if the distance from the nearest edge of new trench paving to the lip of gutter is less than thirty-six (36) inches, the existing strip of asphalt between the lip of gutter and trench line shall be removed and repaved in conjunction with the trench resurfacing (see Standard Details No. 110 through 115).

12.04 BRACING (OR SHORING) EXCAVATIONS
The manner of bracing (or shoring) excavations shall be as set forth in the rules, orders, and regulations of the Division of Industrial Safety of the State of California. Contractor shall provide a copy of the State approved bracing or shoring plan to the City prior to start of any excavation work.

12.05 PIPE BEDDING
Pipe bedding shall be defined as that material providing support to the bottom of the pipe measured from the bottom of the trench to the bottom of the pipe (see Standard Details No. 110 through 115).

If soft, spongy, unstable, or similar other material is encountered upon which the pipe bedding material is to be placed, this unsuitable material shall be removed to a minimum depth of six (6) inches or as directed by the City Engineer and replaced with drain rock suitably densified. Additional drain rock, as directed by the City Engineer over the amount required by the plans or specifications as part of City Capital Improvement Projects, shall be paid for as provided in the Proposal or the Special Provisions of the Contract. If the necessity for such additional drain rock material has been caused by an act or failure to act on the part of the Contractor, or is required for the control of ground water, the Contractor shall bear the expense of the additional excavation and bedding. Drain rock material shall conform to Section 12.09 “BACKFILL MATERIALS.”
Pipe bedding material shall first be placed so that the pipe is supported for the full length of the barrel with full bearing on the bottom segment of the pipe. Holes shall be excavated to 467
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accommodate bells or couplings so that no part of the load is supported by the pipe bells or couplings.

Pipe Bedding material shall be compacted to a relative density of ninety (90) percent.

Compaction shall be by mechanical, pneumatic, or vibratory compaction equipment approved by the City Engineer. Pipe Bedding material shall meet the specifications listed in this section under 12.09 “BACKFILL MATERIALS.”
When water is encountered, the trench shall be kept dry until placing of the pipe bedding material and laying and jointing of the pipe has been completed, inspected, and approved.

The Contractor shall place a minimum of six (6) inch pervious material or de-water the trench in a manner which has received prior approval of the City Engineer.

For water main installations, if drain rock is placed in the trench to maintain a firm and stable base and maintain the ground water level below pipe laying operations, filter fabric shall be used between pipe bedding and drain rock. City Engineer may require a trench dam in the trench at six hundred (600) foot intervals as part of the pipe installation and initial backfill.

12.06 BACKFILL
For pipes sixteen (16) inches in diameter or greater, initial backfill placed between the pipe bedding and the springline of the pipe shall be placed in layers not exceeding eight (8) inches in depth.

Backfill for cast-in-place structures such as, but not limited to, manholes, transition structures, junction structures, vaults, valve boxes and reinforced concrete box conduits shall start at the surface upon which the base of the structure rests.

In areas of previously undeveloped land (new construction), finish and select backfill may be “native material” provided all organic material, rubbish, debris, large rocks, clay chunks, and other objectionable materials are first removed. When satisfactory compaction of the native material cannot be obtained, “Class II three quarter (3/4) inch AB” shall be required.

Except where the pipe must remain exposed for force main leakage tests and subject to the provisions herein, the Contractor shall proceed as soon as possible with backfilling operations. Care shall be exercised so that the pipe will not be damaged or displaced during backfilling operations.

A. CAST-IN-PLACE STRUCTURES - The Contractor shall not place backfill against or over the top of any cast-in-place structures for a period of ten (10) days. Following the expiration of the ten (10) day period, backfill shall not be placed unless the concrete has attained a compressive strength equal to or greater than eighty-five (85) percent of the specified design strength.

B. VOIDS - Where it becomes necessary to excavate beyond the limits of normal 468
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excavation lines in order to remove boulders or other interfering objects, the voids remaining after the removal of the boulders shall be backfilled as specified herein, or as otherwise approved by the City Engineer.

Where the void is in the side or bottom of the trench or foundation base of appurtenant structures, it shall be backfilled with suitable material and compacted as approved by the City Engineer.

It shall be understood that the removal of all boulders or other interfering objects and the backfilling of voids left by such removals shall be at the expense of the Contractor and no additional payment for the cost of such work will be made. The cost of such work shall be included in the prices bid for the various items of work.

12.07 COMPACTION METHODS
A. MECHANICALLY COMPACTED BACKFILL - Backfill shall be mechanically compacted by means of tamping rollers, sheepsfoot rollers, pneumatic tire rollers, vibrating rollers, or other mechanical tampers. Jetting shall not be allowed, except where written prior approval has been obtained from the City Engineer.

B. PERMISSION TO USE SPECIFIC compaction equipment shall not be construed as guaranteeing or implying that the use of such equipment will achieve the required compaction results or will not result in damage to adjacent ground, existing improvements, or improvements installed under the contract. The Contractor shall make his own determination in this regard.

C. MECHANICALLY COMPACTED BACKFILL shall be placed in horizontal layers in depth not to exceed eight (8) inches. Each layer shall be evenly spread, moistened (or dried, if necessary), and then tamped or rolled until the specified relative compaction has been attained throughout the entire depth of the layer.

12.08 BACKFILL PLACEMENT REQUIREMENTS
A. METHOD “A” - Method “A” is to be used within existing streets or after acceptance of the subgrade in a new street by the City Engineer. Any further excavation on a new street after subgrade acceptance shall be considered as work in an existing street.

The select backfill zone shall be mechanically compacted to a minimum relative compaction of ninety (90) percent. The finish backfill zone shall contain Class II Aggregate Base mechanically compacted to a minimum relative compaction of ninety-five (95) percent. A temporary layer (two (2) inch minimum) of asphalt cutback shall be placed to grade on top of the finish backfill. This temporary cutback shall be maintained by the Contractor until permanent paving is installed.

B. METHOD “B” - Method “B” is to be used within the public right-of-way street areas in previously undeveloped land (new construction.) Backfill shall be as specified in Section 12.06, “BACKFILL,” above.
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SECTION 12TRENCH EXCAVATION AND BACKFILLING
When native material is used as backfill, the area of the trench between the initial backfill zone and eighteen (18) inches below the bottom of the street structural section shall be mechanically compacted to a minimum relative compaction of ninety (90) percent. The minimum relative compaction shall be ninety-five (95) percent in the top eighteen (18) inches.

C. METHOD “C” - Method “C” is to be used in unimproved or non-street right-of-way areas. Both select and finish backfill areas shall be screened native material.

Compaction shall be done mechanically in uniform lifts so as to attain a minimum relative compaction of ninety (90) percent.

D. ALTERNATE BACKFILL - Alternate methods and materials may be used upon approval of the City Engineer.

12.09 BACKFILL MATERIALS
A. PIPE BEDDING AND INITIAL backfill shall conform to ASTM D448 #67. Storm drain and sewer piping ONLY - Crushed Rock
Sieve Size % Passing
1 inch 100
3/4 inch 90-100
3/8 inch 20-55
#4 0-10
#8 0-5
Water piping ONLY - Sand
Sieve Size % Passing
1/2inch 100
Sand Equivalent to be 50 min.

B. BACKFILL - Class AB (All Methods) or Native Material (Methods B & C only).

C. DRAIN ROCK - Washed coarse crushed aggregate conforming to one of the following grading: 1 inch. (For stabilization ONLY)
Sieve Size % Passing
2 inch 100
1-1/2 inch 90-100
1 inch 20-55
3/4 inch 0-15
3/8 inch 0-5
The percentage composition by weight in place shall conform to the gradings previously mentioned as determined by Test Method No. California 202. Sand equivalent for backfill 470
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material shall be as determined by Test Method No. California 217. Materials, as delivered, shall be of uniform mixture and shall be free of organic matter and refuse.

12.10 MEASUREMENT AND PAYMENT
Payment for utility trenching, dewatering, installation, and backfill shall be included in the contract price for the utility being installed and no additional compensation will be made. 471
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SECTION 13 STORM DRAINAGE
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SECTION 13

STORM DRAINAGE

13.01 PURPOSE
This work shall include the furnishing of all labor, materials, tools, equipment, and incidentals to construct and complete in an efficient and workmanlike manner the installation of the storm drainage system in accordance with the approved plans, these City Standard Construction Specifications and Standard Details.

13.02 DEFINITIONS
A. PIPE

1. Reinforced Concrete Pipe (RCP) shall conform to the specifications of ASTM Designation C76 and shall be Class III, IV or V rubber gasket type, unless otherwise specified on the plans. Reinforcing shall be the minimum requirements for circular reinforcing wire mesh cages as specified in ASTM Designation C76. Portland Cement used in the manufacture of reinforced concrete pipe shall conform to the requirements of the specifications for Type II Portland Cement, ASTM Designation C150. All joints and gaskets shall conform to ASTM Designation C443.

The minimum allowable Class of RCP shall be Class III for depths from two (2) feet to twenty-eight (28) feet defined as the distance from the inside top of pipe to the top of finished grade. RCP which lies wholly or partially within the structural section of a roadway shall be Class V.

Tests on reinforced concrete pipe shall be required to determine conformance with “D” load and reinforcing requirements of these specifications.

Pipe samples for testing shall be furnished, without charge, by the Contractor one week in advance of construction. The cost of testing the pipe shall be borne by the Contractor. One section of pipe from each lot to be used shall be tested in accordance with the procedures outlined in ASTM C76. Lots tested shall be marked with the date made as well as by lot number for shipment to the specific project for which that lot has been tested. Any pipe arriving on the job without the appropriate markings shall be rejected and sent back to the supplier until such lot or lots can be tested and accepted for use.

In lieu of the above testing of reinforced concrete pipe, the Contractor may submit to the City Engineer the manufacturer’s “Certificate of Compliance” guaranteeing the requirements of ASTM C76.

2. Polyvinyl Chloride (PVC) Pipe and Fittings shall at a minimum, conform to one of the following specifications:
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Diameter Specifications:
8 inches thru 15 inches ASTM Designation: D 3034, SDR 35 18 inches thru 27 inches ASTM Design: F794 or F2241, SDR 51 30 inches thru 48 inches ASTM Designation: F794, SDR 51 Polyvinyl Chloride Pipe joints shall be bell and spigot using an elastomeric gasket, which meets the requirements of ASTM Designation F477. The pipe shall have a stop indicated on the barrel or other approved means to accurately position the pipe end in the joint. No solvent weld joints will be allowed.

Connections to manholes drop inlets or other concrete structures shall be made by utilizing manhole adapters or elastomeric seal rings embedded in the concrete.

A written guarantee, warranting ASTM Designation F794 pipe against failure until such time as the pipe may be accepted by the California Department of Transportation shall be furnished to the City by the pipe manufacturer. The guarantee shall include all costs of removing and replacing any failed pipe. Damage caused by construction or maintenance operations may be excluded from the guarantee.

Maximum allowable deflection (reduction in vertical inside diameter) of the installed pipe shall be five (5) percent. On pipes twenty-one (21) inches in diameter and smaller, the Contractor shall furnish a properly sized “go, no- go” mandrel, deflectometer, or other approved devices, to check the pipe for maximum allowable deflection. Said mandrel or other device shall be provided to the City Engineer for review and approval prior to initiating deflection testing. For pipes larger than twenty-one (21) inches in diameter, deflection may be determined by other means approved by the City Engineer. At any location where the deflection is determined to be excessive, the City Engineer may require the Contractor to remove, re-bed, and if required, replace the pipe. The City Engineer may require certification from the manufacturer that the test results comply with specification requirements. The pipe shall have a home mark to indicate full penetration of the spigot when a joint is made. The date of manufacture shall be marked on the pipe. The pipe being installed shall have been manufactured within twelve (12) months of the date of installation.

3. High-density Polyethylene Pipe (HDPE) and High-density Polypropylene Pipe (HDPP) and Fittings (up to and including sixty (60) inches shall conform to the State Standard Specifications Sections 64-2.02C or 64-2.02E.

All joints shall be bell and spigot meeting AASHTO M294 and MP6-95. The bell and spigot joint shall be watertight according to the requirements of ASTM D 3212.

Gaskets shall be made of polyisoprene meeting the requirements of ASTM F477 with the addition that the gaskets shall not have any visible cracking when tested 473
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according to ASTM D1149 after seventy-two (72) hour exposure to fifty (50) PPHM ozone at one hundred four (104) degrees Fahrenheit.

Fittings shall conform to AASHTO M294 and MP6-95. Fabricated fittings shall be welded on the interior and exterior at all junctions. Pipe deflection shall conform to the manufacturer’s recommendations. At any location where the deflection is determined to be excessive, the City Engineer may require the Contractor to remove, re-bed, and if required, replace the pipe.

Installation shall be in accordance with ASTM D2321 and in conformance with the manufacturer’s requirements. Connections to manholes, drop inlets or other concrete structures shall be watertight. The openings around the pipe shall be in accordance with the manufacturer’s recommendations or sealed with a stiff mix of concrete mortar thoroughly compacted, subject to approval by the City Engineer. The mortar shall be composed of one part Type II Portland Cement and three parts clean sand.

Maximum allowable deflection (reduction in vertical inside diameter) of the installed pipe shall be five (5) percent. The Contractor shall furnish a properly sized “Go-No-Go” mandrel, deflectometer, or other approved devices, to check the pipe for maximum allowable deflection approved by the City Engineer. Said mandrel or other device shall be provided to the City Engineer for review and approval prior to initiating deflection testing. At any location where the deflection is determined to be excessive, the City Engineer may require the Contractor to remove, re-bed, and if required, replace the pipe. The City Engineer may require certification by the manufacturer that the test results comply with specification requirements. The pipe shall have a home mark to indicate full penetration of the spigot when a joint is made. The date of manufacture shall be marked on the pipe.

The pipe being installed shall have been manufactured within twelve (12) months of the date of installation.

4. Other pipe materials including reinforced concrete box culvert and reinforced concrete elliptical pipe that will provide a storm drain system with a minimal leakage rate and maximum durability may be allowed with prior approval by the City Engineer.

5. Warning/marking tape shall be minimum six (6) inches wide, green plastic (nondetectable) and marked “Caution Storm Drain Below,” or approved equal wording.

Warning tape shall be placed in all main lines and storm drain lateral trenches on top of the initial backfill zone centered over the pipe.

6. All flexible (non-rigid) pipe shall be delivered and handled by means which will provide adequate support to the pipe and does not subject it to undue stress or damage. When handling and placing pipe, care shall be taken to prevent impact blows, abrasion damage, and gouging or cutting (by metal surface or rocks). The manufacturer’s special handing requirements shall be strictly observed. Special care shall be taken to avoid impact when the pipe is handled at a temperature of 474
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forty (40) degrees or less. Pipe shall be stored on a relatively flat surface so that the full length of the pipe is evenly supported. The pipe, fittings, and gaskets shall be covered with an opaque material when outdoors for a period of fifteen (15) days or longer. Any pipe, fittings, or gaskets found to be damaged by weather or handling by the City Inspector shall be removed and replaced by the Contractor at their expense. The City Inspector has the sole authority to make such determination.

7. The use of Non-Reinforced Concrete pipe will be considered on a case-by-case basis with special approval required by the City Engineer.

B. MANHOLES AND JUNCTION BOXES

1. Storm drain manhole bases may be cast-in-place or precast conforming to the Standard Details. Barrel, cone and grade rings shall conform to ASTM C478. Precast barrel sections shall be forty-eight (48) inch diameter unless a larger diameter barrel is shown on the improvement plans or directed by the City Engineer.

2. Frame and Cover (twenty-four (24) inch diameter).

The country of origin shall be clearly and permanently shown on the top surface of the frame and cover in accordance with the Trade and Tariff Act of 1984.

Date of manufacture shall be clearly and permanently indicated on the cover and the top of the frame.

Seating surfaces shall be closely machined to nominal dimensions with tolerances not to exceed +/- one sixty-fourth (1/64) of an inch.

The weight of the frame shall be one hundred forty (140) lbs. plus or minus ten (10) lbs. The weight of the cover shall be one hundred thirty (130) lbs. plus or minus five (5) lbs.

3. The storm drain manhole (Standard Detail #302) shall not be used on storm drain conduit greater than thirty-six (36) inches in diameter. Saddle manholes (Standard Detail #304) shall only be allowed on storm drain conduits greater than thirty-six (36) inches in diameter, provided that no junction exists with any other storm drain conduit at the manhole upsize of pipe diameter or change in direction.

4. All other connection structures for storm drainpipe not described above shall be Storm Drain Junction Boxes per Standard Detail #305 or as otherwise approved by the City Engineer.

C. CATCH BASINS

1. Storm drain catch basins shall be cast-in-place or Jensen Precast base section and curb inlet Model 2448 with access frame and cover being South Bay Foundry No.1934 marked “Storm Drain” or approved equal conforming to the Standard Detail #301 unless otherwise shown on the plans or approved by the City Engineer. Concrete strength shall be a minimum of four thousand (4,000) pounds per square inch.

D. HEADWALLS, WINGWALLS, ENDWALLS, AND RAILINGS - All headwalls, wingwalls, and 475
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end walls shall be constructed of minimum four thousand (4,000) psi reinforced Portland Cement Concrete constructed in accordance with the plans and Section 51 of the State Standard Specifications.

E. DRAINAGE PUMP STATIONS - Drainage pump stations shall be allowed on an individual basis with the specific approval of the City Engineer.

13.03 CLEANING, INSPECTION, AND TESTING PRIOR TO FINAL ACCEPTANCE A. CLEANING, INSPECTION AND TESTING of all constructed Storm Drainage System Improvements shall be subject to the requirements described in Section 14.03D “Cleaning Inspection and Testing of Sewer Lines.”
B. THERE WILL BE A FINAL VISUAL inspection of the completed system to ensure there is no groundwater intrusion. Should damaged Storm Drainpipe or appurtenances be identified during the installation process through final inspection, said pipe and appurtenance sections shall be replaced at the expense of the Contractor. At the discretion of the City, alternative mitigative measures may be taken to remedy damaged Storm Drainpipe and appurtenances as directed and approved by the City Inspector. In addition, if groundwater intrusion is discovered, corrective work shall be done. The cost for any such work shall be borne by the Contractor.

13.04 MEASUREMENT AND PAYMENT
A. PIPE - The unit of measure and payment for storm drainpipe complete in place shall be per linear foot measured from center of manhole to center of manhole or catch basin, or from center of manhole to interior wall edge of outlet structure as the case may be. Measurement shall be along the pipe center line parallel to the grade of the storm drain.

Payment shall include the furnishing of all labor, materials, water, tools, and equipment required to construct and complete in an efficient and workmanlike manner the installation of storm drainpipe in accordance with the plans and these specifications. Full compensation for all incidentals arising from this work shall be considered as included in the price paid per linear foot measured and no further compensation shall be allowed.

B. STRUCTURES, MANHOLES, CATCH BASINS, AND CURB INLETS - The unit of measure for payment shall be per each unit. Payment shall be made at the bid price per item for each structure complete in place and shall include the cost of excavation, backfill, frames, covers, plates, or reinforcing steel where required.

Payment shall include the furnishing of all labor, materials, water, tools, and equipment required to construct and complete in an efficient and workmanlike manner the installation of storm drainpipe in accordance with the plans and these specifications. Full compensation for all incidentals arising from this work shall be 476
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considered as included in the price per each unit and no further compensation shall be allowed.
477
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SECTION 14 SEWERS
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SECTION 14
SEWERS

14.01 DESCRIPTION
This work shall include the furnishing of all the labor, materials, tools, equipment, and incidentals to construct and complete, in an efficient and workmanlike manner, the installation of the sanitary sewer mains and laterals in accordance with the approved plans, standard details, and these specifications.

14.02 MATERIALS
A. GRAVITY SEWER PIPE

1. Polyvinyl Chloride (PVC) Pipe and fittings shall, at a minimum, conform to the requirements of ASTM Designation D3034 as they apply to SDR-26 (laterals) and SDR-35 (mains) PVC sewer pipe using an elastomeric gasket joint in a bell and spigot assembly system. PVC gravity main sewer pipe and fittings shall conform to ASTM D3034 SDR-35 sewer pipe for diameters from four (4) inch through fifteen (15) inch and ASTM F679 for diameters from eighteen (18) inch through thirty-six (36) inch. The City Engineer may require certification by the manufacturer that the test results comply with specification requirements. Pipe laid deeper than twenty (20) feet below grade may require additional requirements and subject to approval by the City Engineer.

The pipe shall have a home mark to indicate full penetration of the spigot when a joint is made. The date of manufacture shall be marked on the pipe. Pipe being installed shall have been manufactured within twelve (12) months of the date of installation.

2. Reserved.

3. Ductile Iron Pipe and fittings shall conform to the requirements of ANSI/AWWA C151/A21.51 and shall have a minimum forty (40) mil polyurethane lining and eight (8) mil polyethylene encasement.

4. All other gravity sewer pipe shall require special approval from the City Engineer.

B. PRESSURE SEWER PIPE - Whenever the design of a sanitary sewer system includes the necessity of a sewage lift station and/or pressure mains, types of pipe shall be approved by the City Engineer for each specific case. If ductile iron is used, the minimum class of pipe and fittings shall be Pressure Class 350. If PVC pipe is used, the minimum class of pipe and fittings shall be C-900.

C. JOINTS AND COUPLINGS

1. Polyvinyl Chloride Joints shall be bell and spigot using an elastomeric gasket, which meets the requirements of ASTM Designation F-477. Connections to manholes, or other concrete structures shall be made by utilizing manhole adaptors or elastomeric seal rings embedded in the concrete.
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2. Banded rubber couplings shall conform to the requirements of ASTM Designation C-425 and shall have a stainless-steel shear band.

D. FITTINGS - All fittings shall be manufactured of the same materials as the pipe and installed in accordance with the Standard Details.

E. LATERALS

1. Sanitary sewer pipe laterals shall be of the same material type and designation as that used for the main sanitary sewer pipe. The use of four (4) inch diameter SDR35 PVC sewer pipe and fittings will not be permitted. Four (4) inch or six (6) inch diameter SDR-26 PVC sewer pipes and fittings shall be used for laterals for both SDR-26 and SDR-35 PVC sewer mains. Larger diameter laterals require special approval by the City Engineer.

2. Joints and Couplings for laterals shall be of the same type and specifications as those used for the main except that four (4) inch diameter SDR-35 PVC sewer pipe will not be permitted.

F. MANHOLES -Sanitary sewer manholes shall be 4,000-psi minimum concrete cast-inplace or precast reinforced concrete conforming to ASTM Designation C-478.

Manholes shall be constructed in accordance with the Standard Details.

Iron castings for manhole covers and frames shall conform to ASTM Designation A-48, Class 35 and be of the dimensions shown on the Standard Details.

The weight of the frame of a twenty-four (24) inch manhole cover and frame shall be one hundred forty (140) lbs. +/- ten (10) lbs. The weight of the cover shall be one hundred thirty (130) lbs. +/- five (5) lbs. All manhole frame and covers shall be required to handle a H-20 vehicle load rating.

All castings shall be sound and free from shrinkage cracks, blow holes, and other defects. All fins and burnt sand shall be removed. Excessive porosity and spongy surfaces will constitute causes for rejection. The City Engineer shall be the judge as to whether the defects are sufficient to cause rejection.

The manhole cover shall seat evenly and firmly in the frame. Seating surface shall be closely machined to nominal dimensions with tolerances not to exceed +/- one sixtyfourth (1/64) of an inch. Cast iron frames and covers shall be dipped or painted with asphalt which will form a tough, tenacious, non-scaling coating which does not have a tendency to become brittle when cold or sticky when hot.

G. MANHOLE LINING - The Contractor shall line the interior of new manholes located on trunk lines ten (10) inches or greater in diameter, manhole locations immediately downstream of a force main discharge, manholes with an inside drop or other locations where sewer gases can develop as determined by the City Engineer, The lining system shall consist of etching, prime coats and finish coats. The lining options are as follows:

1. Coal Tar Epoxy
a. Surface: Concrete submerged or subject to moisture. Manhole Lining shall not 479
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be applied until after a full twenty-eight (28) day cure period for any mortar finishing or repair work is completed on the manhole structure. b. Surface Preparation: Concrete surface shall be etched and rinsed clean prior to painting.
c. Coatings: Primer - as recommended by Coal Tar Epoxy manufacturer. d. Finish - two coats - Carboline Bitumastic 300M, Tnemec 46H-413 or equal. e. Dry Film Thickness - 16-mil total.
f. Manhole Liner Testing Requirements - Liner testing shall comply with Sections 502-5 and 502-6 of the latest edition of the “Greenbook” Standard Specifications for Public Works Construction, as published by BNi Publications, Inc.

2. Epoxy
a. Surface: Concrete submerged or subject to moisture. Manhole Lining shall not be applied until after a full twenty-eight (28) day cure period for any mortar finishing or repair work is completed on the manhole structure. b. Surface Preparation: Concrete surface shall be etched and rinsed clean prior to painting.
c. Coatings: Primer - one coat - Sikagard 693, Concresive 1170, or equal. Primer shall be applied per manufacturer’s requirements.
d. Finish - one coat - Sherwin Williams Dura-Plate 6100, or equal. e. Dry Film Thickness - 16-mil total.
f. Manhole Liner Testing requirements - Liner testing shall comply with Sections 502-5 and 502-6 of the latest edition of the “Greenbook” Standard Specifications for Public Works Construction, as published by BNi Publications, Inc.

H. CLEANOUTS - Sanitary sewer cleanouts shall be located and constructed in accordance with the Standard Details.

14.03 INSTALLATION
A. SANITARY SEWER INSTALLATIONS

1. General - All sanitary sewer pipe installations shall be accomplished as specified herein except where modified by the requirements specific to the various types of pipeline materials specified under Section 14.02 above. All trench excavation and backfilling work shall be accomplished in accordance with the requirements of Section 12 of these Standard Construction Specifications and the Series 100 City Standard Details.

All flexible (non-rigid) pipe shall be delivered and handled by means which will provide adequate support to the pipe and does not subject it to undue stress or damage. When handling and placing pipe, care shall be taken to prevent impact blows, abrasion damage, and gouging or cutting (by metal surface or rocks). The manufacturer’s special handing requirements shall be strictly observed. Special 480
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care shall be taken to avoid impact when the pipe is handled at a temperature of forty (40) degrees or less. Pipe shall be stored on a relatively flat surface so that the full length of the pipe is evenly supported. The pipe, fittings, and gaskets shall be covered with an opaque material when outdoors for a period of fifteen (15) days or longer. Any pipe, fittings, or gaskets found to be damaged by weather or handling by the City Inspector shall be removed and replaced by the Contractor at their expense. The City Inspector has sole authority to make such determination.

Green insulated tracer wire and warning/marker tape shall be installed for all pressure sewer mains, gravity mains, service laterals, on curved roadway alignments and at other locations as determined by the City Engineer. Tracer wire shall be solid copper with USE rated green insulation and minimum size of ten (10) AWG, Tracer wire shall be interconnected at all mains and laterals and shall be taped of five (5) feet intervals. Maintenance access points for tracer wire shall be between manhole frame and grade rings for manholes and at cleanout boxes as shown on City Standard Details. Warning/marker tape shall be twelve (12) inches wide, green plastic (non-detectable), and marked “Caution Sewer Line Below” or approved equal and placed on top of pressure sewer mains and gravity mains and laterals. Warning/marker tape shall be placed just above the initial backfill.

Main and trunk sewers shall have a minimum depth of four (4) feet measured from top of pipe to finished grade. Laterals shall have a minimum depth of three (3) feet from top of pipe to finished grade. Any sewer pipe that exceeds twenty (20) feet may require a stronger pipe and is subject to approval by the City Engineer. Refer to additional requirements in the Design Standards, Section 5.02. All sewer pipe shall be laid with a minimum of twelve (12) inches vertical clearance below water lines and six (6) inches clearance from all other improvements and utilities, unless otherwise approved by the City Engineer. Sewer pipe that is placed in the proximity of water lines require approval from the SWRCB, Division of Drinking Water and shall comply with the separation requirements detailed in City Standard Details #409 and #410.

All sewer pipe shall be laid to conform to the prescribed line and grade as shown on the plans and each pipe length checked to the grade line, which the Contractor establishes from the grade stakes or other method approved by the City Engineer.

The grade line shall be established before any pipe is laid in the trench. The Contractor shall submit the method of setting grade for City approval prior to starting work. Use of commercial LASER grade setting equipment shall meet the following requirements and conditions are met:
a. The Contractor shall have the responsibility of providing an instrument operator who is qualified and trained in the operation of the LASER and said operator must adhere to the provisions of the State of California Construction Safety Orders issued by the Division of Industrial Safety. Attention is 481
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particularly directed to Sections 1516, 1800, and 1801 of said Orders for applicable requirements.
b. All LASER control points shall be established benchmarks or construction offset stakes identified on cut sheets and set in the field for the work. LASER set up points shall be these control points or points set directly from them by instrument.

Each length of pipe shall be laid on approved bedding material mechanically consolidated as specified and shall have full bearing for its entire length between bell holes excavated in said bedding material to allow for unobstructed assembly of all bell and spigot joints. “Swinging In” or “Popping On” spigot ends of pipe into bell ends will not be permitted. After jointing is accomplished, all annular spaces between pipe and bell holes shall be packed with bedding material, taking care not to damage, move or lift the pipe from its bedding support. Minimum length of pipe installed shall not be less than five (5) feet unless approved by the City Engineer, excluding pipe lengths installed at manholes. Pipe shall be laid such that the manufacturer’s markings are on the top of the pipe and visible.

Adjustments of pipe to line and grade shall be made by scraping away or filling in and tamping approved bedding material under the body of the pipe. No wedging or blocking to support the pipe will be permitted.

A sewer line, unless otherwise approved by the City Engineer, shall be laid, without break, upgrade from point of connection to existing sewer and with the bell end forward or upgrade. When pipe laying is not in progress, the forward end of the pipe shall be kept effectively closed with an approved temporary plug or cap.

Sewer pipes, laterals, stubs, or other open ends, which are not to be immediately connected, shall be plugged or capped with a standard manufactured watertight plug or cap, suitable for use on the type of pipe. The plug or cap shall be placed on a standard end.

Pipe entering or leaving manholes or other structures shall have joints within two and one half (2-1/2) feet of the manhole base.

In all cases, flexibility of joints in or at the manhole base shall be preserved to prevent damage to the pipe by differential settlement.

All sewer line connections to manholes, trunk sewers, main sewers, or side sewers shall be left uncovered until after the inspection has been made. After approval of the connection, the trench shall be backfilled, as specified. The City Engineer may, at his discretion, require special pipe to be laid in areas that are potentially unstable or subject to settlement.
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If the sewer is to be laid in an area that is to be filled, and the cover prior to filling is less than five (5) feet, the pipe shall not be laid until the area has been filled to a level five (5) feet above the proposed pipe and compacted to ninety (90) percent relative compaction, unless otherwise authorized by the City Engineer.

When a new sewer is extended from other than an existing manhole and the first new manhole upstream of the connection established conditions prescribed in Section 5.03.F.6 of the Design Standards, the Contractor installing such new facilities shall also be responsible for installing backflow prevention devices on service laterals in conformance with said Section on existing side sewers so affected.

B. LATERALS - Attention is directed to the Standard Details for additional details and requirements pertinent to lateral installations.

The use of saddles on the sanitary sewer main for sanitary sewer lateral connections will not be permitted.

That portion of any lateral line to be placed under an existing concrete curb and gutter and/or sidewalk shall be done by boring or cutting and replacing the existing concrete curb and gutter and/or sidewalk.

Where applicable, a two (2) inch x two (2) inch letter “S” shall be stamped, chiseled, cut, etc. on the top of all concrete curbs on all sanitary sewer laterals directly above the location where the lateral crosses the flow line of the gutter.

The lateral line shall have a clean-out at the back edge of the sidewalk as shown on Standard Detail No. 401 and 401A. Laterals and cleanouts shall not be located in driveways unless approved by the City Engineer.

When a backflow prevention device is required under Section 5 of the Design Standards, such installations shall be made after final grading around the building has been completed and at a location where sewage can overflow without serious property damage on adjacent areas. It shall be the responsibility of the Contractor installing backflow prevention devices to see that informational notices, for present and future owners, regarding the importance of such devices are conspicuously posted upon the device and on the structure by said device.

C. MANHOLES - Precast Manhole Construction - All precast manholes shall be excavated and backfilled in conformance with the requirements of Section 19-3 of the State Standard Specifications and installed as specified herein. All bedding and initial backfill material under, around and at least six (6) inches over all pipelines located within five (5) feet of structure bases shall be compacted without jetting, prior to barrel section placements. All precast manholes shall be constructed to subgrade prior to placement of structure backfill around the manhole.

All joint surfaces of precast sections and face of manhole base shall be thoroughly 483
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cleaned prior to setting precast sections. Precast manhole sections shall be sealed with a joint sealer. The joint sealer shall meet the requirements of Federal Specification SS-S-00210 and shall be Ram-Nek by K.T. Snyder Company, Inc., Kent Seal, Conseal, or approved equal.

1. Installation of gaskets - Apply primer per manufacturer’s recommendations to clean, dry joint surface (both tongue and groove) and allow to dry. Remove the paper wrapper from one side only of the two-piece wrapper on the gasket. The outside paper will protect the gasket and assure against stretching. Before setting the manhole section in the trench, attach the plastic gasket strips end-to-end to the tongue and groove of each joint, forming a continuous gasket around the entire circumference of the manhole joint.

2. Handling of barrel sections after the plastic gasket has been affixed shall be carefully controlled to avoid bumping the gasket and thus displacing it or contaminating it with dirt or other foreign material. Any gaskets disturbed shall be removed and replaced if damaged and repositioned if displaced.

3. Care shall be taken to properly align the manhole section with the previously set section before it is lowered into position.

4. During cold or wet weather, pass direct heat over the concrete joint surface lightly until ice, frost and moisture are removed and the surface to be primed is dry and warm immediately before application of primer. Direct heat shall also be passed over plastic gasket strips immediately prior to attaching them to joint surfaces and immediately prior to insertion of tongue into groove.

Temporary covers of three eighths (3/8) of an inch steel plate of sufficient size to adequately cover the opening shall be placed on the cone or manhole flat top until the street structural section is complete. The manhole casting shall then be installed. Suitably located ribs of the temporary covers shall be welded to the underside of the cover to hold it in place during any grading operations.

The throat of the manhole shall be made of precast concrete rings of the proper inside diameter. The maximum depth permitted between the top of the manhole cone, or bottom edge of manhole flat top access hole and the top of the manhole frame shall be eighteen (18) inches or less of rings and manhole frame.

When adjusting the manhole frame and cover to grade, the frame shall be wired to temporary wooden supports, two (2) inches x four (4) inches minimum size and of sufficient length to span the excavation and the throat completed to the right level. Whenever the space between the bottom of the frame and the top of a ring is less than three (3) inches, the void may be filled with concrete, poured against a suitable form on the inside of the structure. Said space shall not be less than 1 inch without City approval.

When adjusting an existing manhole to grade and the total depth of the throat from the top of the frame to the bottom of the throat exceeds eighteen (18) inches, the upper portion of the manhole shall be removed to the first full-size 484
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manhole section. The upper portion shall then be reconstructed as outlined above.

When connecting to an existing manhole, first the inter channel in the manhole base shall be reconstructed with a channel to meet the existing flow lines. Then cut out an opening in the wall of the manhole and install a Kor-N-Seal or approved equal product to attach the new pipe. Insert the end of the pipe through the opening. The end of the pipe shall be fitted with an elastomeric coupling with a steel band and a rubber gasket water stop. The opening around the pipe shall then be packed with a stiff mix of thoroughly compacted cement mortar composed of one (1) part type II Portland Cement and three (3) parts clean sand. Connections shall be checked for water tightness.

Before any work is started on adjusting or repairing a manhole, the channels in the base shall be covered with strips of wood and the entire base covered with a heavy piece of canvas. This cover shall be kept in place during all work. Upon completion of the work, the wood strips and the canvas shall be removed from the manhole allowing no debris to fall in or remain in the manhole.

Eccentric manholes shall be constructed perpendicular to flow unless otherwise directed by the City Engineer.

Sanitary sewer manholes shall be subject to a vacuum test as noted in Section

14.03 D.1. below, prior to approval.

Cast-In-Place Manhole Base - The cast-in-place concrete base shall be 4,000-psi minimum concrete. It shall rest on a minimum of six (6) inches of bedding material and shall be of the dimensions shown on the Standard Details.

If vertical and horizontal alignment of sewer lines are consistent through manholes, the pipe may be laid continuously through the manhole location. For new construction, joints in the pipe shall be placed two and a half (2.5) feet beyond each side of the manhole base. After the manhole base and precast sections have been placed and sufficient time has elapsed to allow all concrete and grout to set, as determined by the City Inspector, the top half of the pipe within the manhole shall be carefully cut off and the sides mortared. For placement of a cast in place manhole over an existing sewer main, under no circumstances shall a pipe joint be permitted within the manhole.

All channels so formed shall be checked with a template and shall form a smooth flowing channel at all flow depths.

D. CLEANING, INSPECTION, AND TESTING OF SEWER LINES AND APPURTENANCES - All leakage tests shall be completed and approved after City acceptance of street subgrade and/or trench backfill except for the manhole vacuum test and manhole liner testing. Any excavation required for testing or repairs shall be backfilled with aggregate base compacted to ninety-five (95) percent relative compaction.

1. Cleaning And Flushing - Cleaning and flushing for acceptance shall occur after all 485
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manholes and cleanouts have been raised to grade and finished and lateral services are installed. unless approved otherwise by the City Engineer. Pipeline cleaning, including laterals, shall be performed prior to CCTV inspection and all sewer system testing work. The designated manhole/pipe section(s) shall be cleaned with a minimum two (2) passes using hydraulicly propelled, high-velocity jet or mechanically powered cleaning equipment (Hydroflusher or Hydrovactor), Newly constructed pipelines and service laterals shall be cleaned, removing all foreign materials from all improvements. Pipelines to be inspected for warranty acceptance shall be cleaned to remove all foreign material. Larger pipelines that have minor deposits in the pipe shall be cleaned to restore carrying capacity to a minimum of ninety-five (95) percent of original capacity, Grease accumulation in sanitary sewer pipelines shall be removed so cracks and breaks can be observed during the CCTV inspection. Cleaning shall be performed before inspection, but not more than forty-eight (48) hours before the CCTV inspection of the pipeline is started; however, water shall always be introduced into the pipe immediately prior to the CCTV inspection. All debris and loose material shall be removed by vacuum equipment at the next downstream manhole structure. Transported to a disposal site and disposed of lawfully.

Sewer hydro cleaning equipment of high-velocity type (hydroflusher or hydrovactor) shall be truck or trailer mounted. The equipment shall have a minimum of six hundred (600) feet of high-pressure hose with a selection of cleaning nozzles. The equipment shall be capable of supplying water at sixty (60) gallons per minute at a minimum working pressure of one thousand two hundred (1,200) pounds per square inch (psi) and regulated to note exceed a maximum pressure of one thousand five hundred (1,500) psi. The nozzles shall be capable of producing a scouring action for any pipeline size scheduled for cleaning. All controls shall be located so that the equipment can be operated above ground at minimum interference to existing traffic and/or danger to the operator. Due to possible accessibility constraints, additional lengths of high-pressure hose may be required. Where accessibility constraints exist, reduced flow and pressure may be used subject to the approval of the City. However, the performance criteria for cleaning of the manhole section shall remain unchanged.

It is recognized that there are some conditions such as a broken pipe and blockages that prevent cleaning from being completed or where additional damage would result if cleaning were attempted or continued. If cleaning of an entire section cannot be successfully performed from one manhole, the equipment shall be set up on another manhole and cleaning be attempted. If again, successful cleaning cannot be performed, or the equipment fails to traverse the entire manhole section, it shall be assumed that a major blockage exists, work shall be stopped on the manhole segment in question, and the City shall be immediately notified.

Where a broken pipe or a major blockage is suspected, the Contractor shall not 486
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proceed with additional cleaning except at their own risk, without the specific written direction of the City.

When hydraulic cleaning equipment is used, the Contractor shall be responsible to plan and control cleaning operations to prevent flooding of the sewers or storm drains and public or private property, If requested, and after obtaining prior approval from the City Engineer, a movable dam-type equipment shall be constructed in such a way that a portion of the dam may be collapsed at any time during the cleaning operation to protect against flooding of the sewer or storm drain. Movable dam equipment shall be equal in diameter to the pipe being cleaned and provide a flexible scraper around the outer periphery to ensure removal of grease.

Whenever lines to be cleaned show evidence of being more than one half (1/2) filled with solids, alternative methods, (such as a power rodder) shall be utilized to remove most of the material before hydraulic equipment is brought into use for finishing the cleaning of the pipeline. Power Rodding machines shall be continuous rod-type capable of holding one thousand (1,000) lineal feet of rod. The machine shall have a positive rod drive to produce two thousand (2,000) pound rod pull. To ensure safe operations, the machine shall have a fully enclosed body and an automatic safety throw-clutch and other safety equipment required by law.

Rodding machines shall be equipped with proper tools for all types of cleaning of the sizes of pipe in which work is to be performed. On completion of the rodding operations, hydraulically propelled or high-velocity cleaning equipment shall be used to ensure that all sand, grease, and other fine materials have been removed.

Satisfactory precautions shall be taken to the pipelines from damage that might be inflicted by the improper use of cleaning equipment.

After cleaning the pipeline, the Contractor shall spray or washdown the interior walls of each manhole with a nozzle or gun using approximately five hundred (500) psi of water.

When the Contractor has been authorized to take water from fire hydrants, including obtaining the necessary City permits:
a. Water use shall be conserved and not used unnecessarily. b. Only approved fire hydrants, backflow preventors, hydrant wrenches, and shut off valves shall be used.
c. A visible air gap shall be maintained between the discharge of the fire hose and the Contractor/s storage tank.
d. No fire hydrant shall be obstructed except to refill empty water tanks.

All sludge, dirt, rocks, sand, grease and other solids or semisolid materials resulting from all types of cleaning operations shall be trapped and removed at the downstream manhole of the sections being cleaned by vacuum equipment.

Passing materials from manhole section to manhole section, which could cause 487
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line stoppage, accumulation of sand in wet wells or damage to pumping equipment shall not be permitted. All solid and semisolid material removed from the pipe system during the cleaning operation shall be removed from the site and disposed in a lawful manner.

Final acceptance of the cleaning work will be made after the CCTV inspection has been reviewed and accepted. If additional foreign material is found during the CCTV inspection process, such sections of pipe shall be recleaned and reinspected by CCTV at the direction of the City Engineer.

2. Manhole Vacuum Test - All sewer manholes shall pass a vacuum test. The vacuum test shall be performed by the Contractor after installation of the manhole but prior to placement of trench backfill. All joint surfaces both inside and outside of the manhole shall be plastered with mortar and all lift holes shall be filled with mortar. All pipes entering the manhole shall be plugged, taking care to securely brace the plug to prevent it from being drawn into the manhole. The test head shall be placed inside of the top of the cone section and the seal inflated in accordance with the manufacturer’s recommendation. A vacuum of ten (10) inches of mercury shall be drawn and the vacuum pump shut off. With the valves closed, the time shall be measured for the vacuum to drop to nine (9) inches.

Acceptable times are:
45+ seconds for 36-inch diameter manhole
60+ seconds for 48-inch diameter manhole
75+ seconds for 60-inch diameter manhole
90+ seconds for 72-inch diameter manhole
If a manhole fails the vacuum test, repairs shall be made with mortar while the vacuum is still being drawn. Retesting shall proceed until a satisfactory test is obtained.

All joint surfaces of precast sections and the manhole base shall be plastered with mortar both inside and outside of the manholes. All joint surfaces plastered with mortar shall be brushed to a smooth finish with a wet brush. The mortar shall be composed of one (1) part Type II Portland cement and three (3) parts clean sand.

All manholes shall be watertight. If the manhole shows moisture collecting on the manhole wall or groundwater leaking or seeping through the manhole walls or pipe penetrations during the inspection and testing process, the City may require additional testing and remedial repairs at its discretion. All repairs shall be made at the sole expense of the Contractor.

3. Manhole Liner Testing - Manhole Liner Testing requirements - Liner testing shall comply with Sections 502-5 and 502-6 of the latest edition of the “Greenbook” Standard Specifications for Public Works Construction, as published by BNi Publications, Inc.

4. Flexible Pipe Deflection Test - A deflection test shall be made by the Contractor after all flexible pipe sewer pipe is installed and cleaned and upon completion and 488
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acceptance of all trench backfill by the City. The deflection testing shall be in the presence of the City Engineer and shall be conducted by the Contractor. One hundred (100) percent of all mainline flexible sewer pipe installed shall be deflection tested for excessive vertical deflection using a pre-sized, rigid mandrel or “Go-No-Go” device approved by the City Engineer. The mandrel size shall be clearly labeled and shall be sized so as to provide a diameter of at least ninety-five (95) percent of the base internal diameter as specified in ASTM D-3034 for PVC gravity sewer pipe.

The mandrel shall be drawn through the pipe using only the force that can be exerted by one man on the end of a rope, using no mechanical advantage. Under no circumstances shall the mandrel device be attached to the cleaning ball.

Pipe exceeding five (5) percent deflection shall be replaced to the nearest factory joints and the pipe shall be retested with the mandrel in the presence of the City Engineer. Re-rounding or other attempts to reduce deflection beyond the allowable limit will not be acceptable. All retests for deflections shall be made at the complete expense of the Contractor.

5. Low-Pressure Air Test - After City acceptance of street subgrade, prior to paving, and acceptance of final site grading around service laterals, the Contractor shall, at the Contractor’s expense, conduct a Line Acceptance Test using low-pressure air. The test shall be performed according to stated procedures in the presence of the City Engineer.

Procedure: At least two minutes shall be allowed for the air pressure to stabilize after air is introduced into the sealed test section.

After the stabilization period (3.5 psi minimum pressure in the pipe), the air hose from the control panel to the air supply shall be disconnected. The portion of line being tested shall be termed “Acceptable” if the time required in minutes for the pressure to decrease from three-point-five (3.5) to two-point-five (2.5) psi is not less than the time shown for the given diameters in the following table:

Pipe Diameter in Inches Minutes
4 2.0
6 3.0
8 4.0
10 5.0
12 6.0
For larger diameter pipes, use the following formula. Minimum time in seconds = three hundred seventy (370) x pipe diameter in feet.

When the prevailing groundwater is above the pipe being tested, air pressure shall be increased by forty-three hundredths (0.43) psi for each foot of water table 489
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above the invert of the pipe.

If the installation fails to meet this requirement, the Contractor shall, at his own expense, determine the source of leakage. He shall then repair or replace all defective materials and/or workmanship and perform the air test as many times as necessary to achieve an acceptable test. All repairs and/or replacements and retests shall be at the Contractor’s expense.

The pressure gauge used shall be supplied by the Contractor and shall have a minimum division of one tenth (0.10) psi and shall have an accuracy to four onehundredths (0.04) psi. Accuracy and calibration of the gauge shall be certified by a reliable testing firm.

Safety Note: The air test may be dangerous if, because of ignorance or carelessness, a line is improperly prepared. It is extremely important that the various plugs be installed and braced in such a way as to prevent blowouts. No one shall be allowed in the manholes during testing. Plugs shall not be removed until all air pressure is completely relieved.

6. Closed Circuit Television (CCTV) Inspection Of Pipeline Systems - Prior to acceptance of any sanitary sewer line by the City, all four-inch and larger sewer lines shall be inspected internally by video inspection as outlined below at the Contractor’s expense.
a. General
i. Standards - Unless otherwise directed or approved by the Engineer, CCTV recording performed for acceptance of new pipelines shall conform to the requirements herein. Submit one (1) electronic copy of the CCTV video, database, and report on a portable electronic data storage device for approval.
ii. Equipment
 Camera - The camera shall record in color. The footage read-out shall appear on screen away from the central focus of the main. A target shall precede the camera for measuring sags and offsets (size of target shall be noted within the video and on the video label). Target sizes shall be as follows, unless otherwise specified or directed by the City:

Target Size Pipe Size
3/4 inch < 12 inches
1 inch >12 inches and < 36 inches
2 inches >36 inches
The focal distance shall be adjustable through a range from 6 inches to infinity. The camera shall be tractor driven with a rotating camera head suitably sized for each pipe diameter to be inspected.
iii. Recorder - The recorder shall record in digital video format using MPEG-2 technology or shall be capable of being converted to an MPEG-2 (*.mpg file 490
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format) or the latest digital video format compatible with the City’s applications without the loss of video quality.
iv. Video Quality - The digital video recording shall be a high-resolution video of DVD quality with a minimum of 720 columns of pixels by 480 rows of lines (720x480) with a minimum refresh rate of 60 interlaced fields per second (60Hz or 30 frames per second) as established by the National Television Systems Committee (NTSC). Video recordings will include and be of suitable quality so that the audio and video portions will be free of electronic interference and excessive background noise. v. Lighting - There shall be sufficient lighting to produce a clear and sharp image of the entire inside periphery of the pipe for all conditions encountered during the work. Lighting is to be adjusted according to the size of pipe. In an eight (8) inch diameter pipe with joints at five (5) foot intervals, the lighting shall allow the camera to reveal not less than three (3) consecutive joints, or up to ten (10) feet of unobstructed pipe shall be visible in the monitor picture.
vi. Locator - A locating device or other acceptable locating method shall be used to locate points of deficiencies on the ground, in green paint, or green flag.
b. Procedure
i. Timing - The Contractor shall notify the City Inspector three (3) working days prior to televising the mains to allow the Inspector the option of being on-site at time of televising.

The job is ready for CCTV inspection, only after placement, compaction, and acceptance of road base. The following must be completed before CCTV inspection:
 All underground facilities, utility piping, conduits, and access structures are installed, backfilled, and trench backfill compaction accepted by the City.
 All other underground facilities, utility piping, and conduit are installed and accepted. All pipelines shall be cleaned/flushed, and the final air test shall be completed and accepted by the City.
ii. Schematic - The manholes shall be uniquely identified (e.g., location stationing, letter identifier, consecutive numbering, etc.) on a plan to be provided to the Inspector and the televised segments tied to the assigned manhole reference unless otherwise approved by City. The length of televised run shall be measured from pipe end to pipe end in one contiguous pipeline segment from manhole centerline to manhole centerline. Maximum allowable tolerance for the TV counter shall not exceed one (1) foot in one thousand (1,000) feet for location accuracy. 491
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iii. Camera Run - The pipeline shall be flushed cleaned prior to running the TV camera. TV runs shall not be performed during cleaning operations and shall provide a clear view of the interior of the pipe and manholes. The camera is to be placed in the pipeline with the footage counter at zero (0) at the pipe end within the manhole. The camera is to travel at a speed not to exceed thirty (30) feet per minute with slowdowns at joints and services.

Inspect service connections with a rotating camera head. The picture shall be clear and bright enough to allow a photograph of a section to be made.

The footage counter, date, and time shall appear on screen at all times, and show the upstream and downstream manhole line segments being televised. All service laterals shall be televised and recorded from point of service cleanout or manhole to City connection on City main or manhole tap.
iv. Water Introduction - Prior to performing the TV on new construction, the Contractor must introduce enough water in the pipe segment(s) to fill all low sections and flow through the final downstream structure included within the pipe segment to be inspected. If any section of the pipe segment appears to be dry, additional water must be introduced as described above.

The City Inspector will verify the adequacy of water and target size before the TV is performed. The TV must begin within thirty (30) minutes of introducing water into the pipe segment.
v. Recording - The following items are to be recorded in the first thirty (30) seconds of the recording:
 Location, subdivision name and/or project name and number  Date and time
 Upstream and downstream manhole identifier or stationing reference number associated with the project construction plans
 Company name, Operator’s name and NASSCO’s PACP Certification Number
 Direction of travel (e.g., against flow, with flow)
 Pipe size
 Pipe shape
 Pipe material
 Significant comments
A label shall be affixed to the portable electronic data storage device and jacket or envelope with the above information, start-end footage, and size of target.

Each televised segment shall be preceded by the following:
 Location (MH to MH identifier or station reference number associated with the project construction plans)
 Pipe size, type of pipe, pipe shape
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 Pipeline slope and flow direction
 Length of run (measured per as-built plans)
 Number of pipes entering MH and sizes
 Number of service connections
The portable electronic data storage device shall be given to the City Engineer or Construction Inspector and shall become the property of the City of West Sacramento upon completion of the televised inspection. The City reserves the right to reject any televised inspection not conforming to the requirements herein. Any televised inspection that is rejected shall be re-inspected at the Contractor’s expense.
vi. Acceptance Criteria - Maximum acceptable sag for sewer pipes is three quarters (3/4) of an inch for pipes less than or equal to twelve (12) inches in diameter and one (1) inch in diameter for pipes greater than twelve (12) inches in diameter, unless otherwise specified in the Special Provisions and the Project Plans. In addition, joint separation shall not be greater than onehalf (1/2) inch and chipped ends shall not be greater than one-quarter (1/4) inch. All other criteria as set by the City Standard Specifications and the Contract Documents shall apply for both sewer and storm drainpipes.

Within ten (10) full working days from receipt of the digital video, database, and report, the City Inspector shall review and either approve the pipelines(s) or call for repairs. The Contractor is to be notified in writing of any deficiencies revealed by the CCTV inspection that will require repair. If the Contractor is to make repairs and wishes to review the television inspection with the City Inspector, the Contractor shall contact the City Inspector to set a time for viewing. Corrective work shall be done by the Contractor at their expense.

Those portions of the pipeline system that have been corrected shall be reCCTV inspected, and video recorded at the Contractor’s expense and the video recordings and revised reports delivered to the City Engineer.

The procedure outlined above will be repeated until all deficiencies observed by television inspection have been corrected until all efficiencies have been corrected to the complete satisfaction of the City Engineer. vii. Report - Perform and record all CCTV inspections in accordance with the National Association of Sewer Service Companies’ (NASSCO’s) Pipeline Assessment Certification Program (PACP). CCTV inspections shall be conducted entirely in digital video format compatible with Granite XP software (version 7, Granite Net or City’s most current version), recorded in accordance with section 26-12, 2.b., and stored on a portable electronic data storage device.

CCTV inspection reports shall be accurate to within +/- 2 (two) feet or less 493
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of the total measured footage along the pipe from upstream end of the pipe to the downstream end of the pipe or vice versa.

Every section of the pipe (access point to access point) shall be identified on the video display. In addition to inspecting the pipe, all manholes shall be panned with the CCTV camera.

Documentation of the work shall consist of digital video recordings, the PACP CCTV Report(s), and the unmodified PACP database. The database shall contain PACP scoring for each inspection observation or defect. The documentation shall note important features, and any defects encountered. One copy of the digital video recording, inspection observation database, and report (one printed copy and one digital copy) shall be submitted to the City on a portable electronic data storage device for approval. With the submission, it shall also include the CCTV Inspection video form approved by the City filled with required information.

All CCTV video recordings and reports shall become the property of the City.

7. Final Visual Inspection - A final visual inspection will be made by the City Engineer to ensure that there is no ground water intrusion into the sanitary sewer system.

If ground water intrusion is discovered by the City Engineer, corrective work shall be performed by the Contractor at his expense.

8. Connection to Existing Sanitary Sewer Systems - Temporary plugs, brick, mortar, or other approved devices or materials shall be installed on all sewer projects at points of connection to existing facilities. The plugs shall remain in place until completion of the testing as covered in Section 14.03D of these Specifications.

These plugs, intended to prevent water and/or debris from the balling and flushing operation, drainage, or any other condition from entering the existing system, shall be installed and removed in the presence of the City Engineer. The system shall be cleaned prior to plug removal.

14.04 MEASUREMENT AND PAYMENT
A. PIPE - Payment for sanitary sewer pipe complete in place shall be per linear foot for each size pipe measured from center of manhole to center of manhole following a line parallel to the grade of the sewer or from the main sewer line wye to the end of service lateral for service laterals. Payment will include the furnishing of all labor, materials, water, tools, and equipment required to construct, test, video inspection, testing, and complete the installation of the sewer pipe in accordance with the plans and these specifications.
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Full compensation for all incidentals arising from this work shall be considered as included in the price paid per unit of measure and no further compensation shall be allowed.

B. STRUCTURES & MANHOLES - The unit of measure for payment shall be per each unit.

Payment shall be made at the bid price per item for each structure complete in place and shall include but not be limited to the cost of excavation, backfill, frames, covers, plates, or reinforcing steel where required.

Full compensation for all incidentals arising from this work shall be considered as included in the price paid per item or unit of measure and no further compensation shall be allowed.
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SECTION 15

WATER DISTRIBUTION

15.01 DESCRIPTION
This work shall include the furnishing of all the labor, materials, tools, incidentals and equipment to construct and complete, in an efficient and workmanlike manner, the installation of the water lines and appurtenances in accordance with the approved plans, these specifications and the City Standard Details. All references to AWWA Standards in these specifications shall refer to the latest revision currently available.

15.02 MATERIALS
A. MAINS AND SERVICES (4 INCHES AND LARGER)

1. Pipe
a. Polyvinyl Chloride Pipe (PVC) shall conform to AWWA C900 “Polyvinyl Chloride (PVC) Pressure Pipe, four (4) inch through twelve (12) inch, for Water Distribution” and shall be DR-18 unless otherwise shown on the plans or required by the City Engineer.
b. Polyvinyl Chloride Pipe (PVC) shall conform to AWWA C900 “Polyvinyl Chloride (PVC) Water Transmission Pipe, nominal diameter fourteen (14) inches through thirty-six (36) inches and shall have a minimum rated pressure of one hundred sixty-five (165) psi.
c. Ductile Iron Pipe (DIP) shall be AWWA C151 for a minimum working pressure of one hundred fifty (150) psi with cement mortar lining conforming to AWWA C104 and with eight (8) mil polyethylene encasement conforming to AWWA C105.

2. Fittings - Fittings shall be mechanical or flanged type ductile iron and shall conform to AWWA C153 or AWWA C111. Coating and lining shall conform to AWWA C104 and shall have eight (8) mil polyethylene encasement. Ten (10) mil wrapping tape shall be used on all eight (8) mil polyethylene encasement. Where bolts are required for mechanical couplings or fittings, all bolt hardware shall be Grade 304 Stainless Steel. Bold threads shall be coated with anti-seize compound prior to installation.

3. Valves and Valve Boxes
a. All distribution valves in sizes from four (4) inch up to, but excluding sixteen (16) inch or greater, shall be of the iron body, non-rising stem, resilient seat type gate valve as per AWWA Standard C509 or C515 and shall meet the following requirements:
i. Valves shall open left and be provided with two (2) inch square wrench nuts with the word “open” and an arrow cast in the metal to indicate direction to open.
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ii. Valves shall have full opening flow-way of equal diameter as the nominal size of connecting pipe.
iii. The valve body and bonnet shall be epoxy coated, inside and out, with fusion bonded epoxy. Coatings shall conform to AWWA C550. iv. Valves shall have two (2) O-ring stem seals. The two (2) O-rings shall be replaceable with the valve fully open and with the valve subject to full-rated working pressure. All valves adjoining tees and crosses shall have flanged connections to the tee or cross.
v. Valves shall be so designed that complete ZERO leakage may be affected with flow in either direction at pressures up to two hundred (200) psi, which shall be the working water pressure rating of the valves, and they shall be suitable for throttling, if required.
vi. Gate valves shall be Mueller A2360, American Flow Control series 2500, U.S. Pipe, or approved equal.
b. All valves in sizes sixteen (16) inches and larger shall be butterfly valves and shall be of the rubber-seated, tight-closing type conforming to AWWA C504, latest revision Class 150B for buried service and shall meet the following requirements:
i. Valves shall be short body, and the valve ends shall be flanged unless approved otherwise by the City Engineer.
ii. Valve body shall be constructed of cast iron ASTM A-126 Class B. iii. Valve discs shall be cast iron ASTM A-126 Class B or ductile iron in conformance with ASTM A-536.
iv. Valve shafts shall be 18-8 type 304 stainless steel conforming to ASTM A276. v. Valve seats shall be on the valve disc edge or in the valve body and shall be retained by positive mechanical means with corrosion resistant hardware.

The valve seat shall be a minimum of 300 series stainless steel. vi. Valve bearings shall be of the sleeve type and shall be self- lubricating and all bearings and bushings on the valve and operator shall be enclosed in watertight housings.
vii. Operators shall be the traveling nut type designed for an input torque of a minimum of three hundred (300) feet-pounds to the operating nut and shall include a standard AWWA two (2) inch wrench nut.
viii. Butterfly valves shall be Mueller, Lineseal III, Pratt Ground Hog, or approved equal.
ix. Valve body and actuator housing shall be coated with fusion- bonded epoxy inside and out.
c. Valve boxes for gate and butterfly valves shall be Christy Concrete Products, Inc. No G05T (traffic rated) or approved equal.
d. The two (2) inch square operating nut on all gate and butterfly valves shall be installed at a minimum depth of four (4) feet measured from the top of the 497
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operating nut to finished grade. All operating nuts installed at a depth of greater than four (4) feet measured from finished grade shall include a valve extension. All valve extensions shall include a steadying plate. e. Valve risers shall be PVC pipe, SDR-35 or C900, eight (8) inches in diameter and shall extend from the top of the valve housing to the valve box. Valve risers shall include a notch at the top of the riser to accommodate water main tracer wire as shown on the Standard Details.

4. Fire Hydrants
a. Fire hydrants shall be the wet barrel type conforming to AWWA C503, and shall meet the following requirements:
i. Fire hydrants shall be either Clow Valve Company F800 series Model No. 860, Long Beach Iron Works, Inc. 400 series Model No. 430, or James Jones Company Model No. J4060 or approved equal.
ii. Fire hydrant outlets shall include one (1), four and one half (4-1/2) inch pumper connection or outlet and two (2), two and one half (2-1/2) inch hose connections and each fire hose connection shall include “National Standard” threads.
iii. Hydrant risers shall be manufactured with localized break-off scoring. iv. Fire hydrant mounting bolts shall be stainless steel type 304, of the breakoff type, hex head, American Standard. Bolts shall be pointed down with nuts on the bottom.
v. New Fire hydrants shall be factory spray painted with one primer coat and two finish coats of Waterborne Acrylic Semi-Gloss Enamel, “Safety Yellow” or approved equal. For private fire hydrants, the color shall be “Safety Red” or approved equal. Private hydrants are defined as any hydrant not located within the City right-of-way and/or located beyond the backflow prevention device on a fire private service. For hydrant rehabilitation, hydrants shall be sprayed with Sherwin-Williams Pro Industrial DTM with semi-gloss finish or approved equal.
vi. All hydrant outlets shall have original caps with chains. vii. All hydrant locations shall be identified with a blue reflective marker within the roadway as detailed in Standard Detail #516.

5. Air and Vacuum and Air Release Valves
a. Air and vacuum and air release valves shall be Val-Matic Valve and Manufacturing Corporation Model 201C or approved equal. See City Standard Detail 510 for additional information.
b. When required by the City Engineer, air and vacuum and air release valve boxes shall include locking bolts and/or washers to secure the steel lid in order to prevent the bolts from loosening after repeated traffic loading.

B. WATER SERVICES (THREE QUARTERS (3/4) INCH THROUGH THREE (3) INCH DIAMETER)

1. Pipe
a. Service pipe shall be polyethylene pressure pipe meeting the requirements of 498
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AWWA C901 and designated PE 3406 or PE 3408, with a minimum rated pressure of two hundred (200) psi and furnished in Iron Pipe Size (IPS.) Stainless steel inserts shall be required at fitting joints and pipe splices. b. Brass service pipe, if required by the project plans or the City Engineer, shall be brass pipe conforming to ASTM Designation B43. Pipe fittings shall also be of brass equal in quality and service pressure. Anti-seize compound shall as part of the joining process with fittings. Anti-seize compound material shall be approved by the City Engineer.
c. Three (3) inch ductile iron service pipe or shall be minimum 175 psi ductile iron pipe conforming to ASTM Designation B43. Pipe fittings shall also be of ductile iron equal in quality and service pressure. Anti-seize compound shall as part of the joining process with fittings. Anti-seize compound material shall be approved by the City Engineer.

2. Corporation Stops
a. Corporation stops for three quarters (3/4) inch and one (1) inch polyethylene services shall be Ford FB-1101, James Jones E-1936, Mueller E-25029N, or approved equal, for compression connection outlet and inlet threaded into a service saddle. All corporation stops and fittings shall contain no lead. b. Corporation stops for one and one half (1-1/2) inch and two (2) inch services shall be Ford FB-1101, James Jones E-1936, Mueller E-25029, or approved equal, for compression connection outlet and inlet threaded into a service saddle. All corporation stops and fittings shall contain no lead. Larger corporation stops shall be approved by the City Engineer.

3. Service Saddles
AWWA C900 PVC Mains (four (4) inches through twelve (12) inches. a. Service saddles shall be Mueller H-13000 series, Ford S90 series, Jones 996, or approved equal.
b. Service saddles for polyvinyl chloride (PVC) pipe shall be designed specifically for cast iron O.D. PVC C900 pipe. Saddles employing a U-bolt type of strap or saddle not fully contoured to the outside diameter of the pipe will not be permitted.

AWWA C900 PVC Transmission Mains (greater than twelve (12) inch diameter). a. Service saddles require two strap saddle and shall be James Jones J969W (fourteen (14) inch through sixteen (16) inch), Ford 202BS (fourteen (14) inch through thirty (30) inch) or approved equal. Services on pipes sixteen (16) inches or greater require written City approval.
b. Service saddles for polyvinyl chloride (PVC) shall be designed specifically for cast iron O.D. PVC C900 pipe. Saddles employing a U-bolt type of strap or saddle not fully contoured to the outside diameter of the pipe will not be permitted.

4. Angle Meter Stops Polyethylene (PE) Service Pipe
a. Three quarters (3/4) inch and one (1) inch: Ford BA 63-332W (three quarters 499
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(3/4) inch) BA 63-444W (one (l) inch); James Jones E-1962W, Mueller E24259N, or approved equal. Angle meter stops shall contain no lead. b. One and one half (1-1/2) inch and two (2): Ford BFA13-666W with Ford C86- 66 NL coupling (one and one half (l-l/2) inches), F o r d BFA13-777W with Ford C86-77 coupling (two (2) inches); James Jones E-1527F with James Jones E2026 coupling (both diameter); Mueller B-24286 with Muller E-15429N coupling (both diameters); or approved equal. Angle meter stops and couplings shall contain no lead.
c. One and one half (1-1/2) inch and two (2) inch angle meter stops shall have compression adapters as necessary.

5. Service Pipe Splice - A maximum of one (1) splice shall be permitted for each service installation. Polyethylene (PE) Service Pipe.
a. Couplings shall be Ford C66-33-NL, James Jones J-2610, Mueller H- 15404N (three quarters (3/4) inch through two (2) inch or approved equal. Couplings shall contain no lead.
b. Connections of polyethylene pipe shall be constructed using stainless steel inserts for reinforcement.

6. Service Taps of Water Main
a. Adjacent taps of a water main shall not be closer than two (2) feet from closest edge of tap to closest edge of adjacent tap and shall be staggered. Curved pipes shall not be tapped if the radius of the bend is less than three hundred (300) times the pipe outside diameter. Taps will not be allowed within two (2) feet of a pipe joint from closest edge of tap.

C. TRACER WIRE AND WATER MAIN CAUTION TAPE

1. Tracer wire shall are required for all water mains and services.

2. Tracer wire shall be solid copper wire with U.S.E. rated insulation and minimum size of AWG #10. Color or insulation shall be blue.

3. Tracer wires shall be interconnected at all pipe tees, pipe crosses and pipe services.

Splices shall be “KEARNEY” (split bolt) or “KUP-L-Tap.” Wrap splice with 3M Electrical Tape with “Scotchkote” Electrical Coating FD or approved equal. Tracer wire shall be placed outside of the valve riser pipe and shall be placed in the notch at the top of the valve riser pipe as shown on the Standard Details.

4. Tracer wire shall be taped with ten (10) mil tape to the top of the pipe at five (5) foot intervals, and at all crosses, tees and elbows. When taping tracer wire to pipe, wrap the tape once around the tracer wire before securing it to the pipe.

5. After trench backfill and compaction but prior to paving, continuity testing of the tracer wire will be required. Any detected damage to the tracer wire shall be repaired before paving will be allowed.

6. Caution Tape shall be required on all water mains and services. The Caution Tape shall be five (5) mil, twelve (12) inch wide, blue detectable tape continuously imprinted with “CAUTION BURIED POTABLE WATERLINE,” or approved equal wording. Caution Tape shall be placed above the initial backfill or a minimum of 500
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eighteen (18) inches above the water main or service line. Subsequent repair shall require replacement of the Caution Tape, if damaged.

D. HOT TAPS - TAPPING TEES

1. Three (3) inch and larger tees shall not be cut into existing mains but “hot- tapped” using one of the following stainless-steel AWWA 207 sleeves: Mueller H-304 or approved equal.
a. All tapping sleeves shall be a drop bolt design with 304 (18-8) stainless steel including the body, side outlet and outlet flange, nuts and bolts, three quarters (3/4) inch test plug and all clamping elements. All welds on the 304 stainless steel tapping sleeves shall be fully developed.
b. The threads of the stainless-steel clamping bolts shall be fluorocarbon coated.

The bolts shall be five-eighths (5/8) inch diameter with National Coarse (NC) threads. Washers composed of Nylatron GS or approved equal shall be provided with heavy hex stainless steel nuts.
c. Twp (2) inch and smaller services installed on existing mains shall be “hottapped” using service saddles and corporation stops as shown on the plans and/or specified herein. The location of the tap shall be in accordance with Section 15.02 B.6 above.

E. LOCATING SERVICE LINES - A two (2) inch x two (2) inch “W” shall be stamped, chiseled, cut, etc. on the top of the existing concrete curb on all water services directly above the location where the service crosses the flow line of the concrete gutter.

15.03 INSTALLATION
A. HANDLING OF MATERIALS - Water pipe, fittings, hydrants, and valves must be carefully handled at all times. Only safe, suitable, and proper equipment and appliances shall be used for the loading, hauling, unloading, handling and placing of materials. Special care shall be exercised so that the coatings on the pipe, valves and fittings will not be damaged. If such coating damage should occur, the coating shall be repaired to the satisfaction of the City Engineer. Chain slings will not be permitted.

Pipe loaded on trucks or stacked one upon another shall be supported on wooden blocking. Pipe handled on skidways shall not be skidded or rolled against pipe already on the ground.

All water pipe, fittings, hydrants, and valves must be protected from the weather with suitable covering or other protection at the Contractor’s expense. All flexible (notrigid) pipe shall be delivered and handled by means which will provide adequate support to the pipe and does not subject it to undue stress or damage. When handling and placing pipe, care shall be taken to prevent impact blows, abrasion damage, and gouging or cutting (by metal surface or rocks). The manufacturer’s special handing requirements shall be strictly observed. Special care shall be taken to avoid impact when the pipe is handled at a temperature of forty (40) degrees or less. Pipe shall be 501
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stored on a relatively flat surface so that the full length of the pipe is evenly supported.

The pipe, fittings, and gaskets shall be covered with opaque material when outdoors for a period of fifteen (15) days or longer. Any pipe, fittings, or gaskets found to be damaged by weather or handling by the City Inspector shall be removed and replaced by the Contractor at their expense. The City Inspector has the sole authority to make such determination. Any materials found to be damaged or discolored by the weathering process shall be removed at the sole discretion of the City Engineer and replaced in a timely manner at the Contractor’s expense.

B. LAYING PIPE - Each section of pipe and each fitting shall be thoroughly cleaned out before it is installed. All pipe, fittings, valves, etc. shall be carefully lowered into the trench by suitable tools or equipment, in such a manner as to prevent damage to the pipe, lining, coating, fitting or other appurtenances. Under no circumstances shall pipe accessories be dropped into the trench. Pipe shall be laid such that the manufacturer’s label on the pipe is pointed up. Bevels shall be cut off ends of C900 pipe to a vertical cut with all burrs removed whenever pipe is being installed using mechanical joint fittings.

The shortest allowable section of pipe to be used is five (5) feet in length, unless otherwise specifically approved by the City Inspector.

The pipe shall be laid true to line, with no visible change in alignment at any joint, unless curved alignment is shown on the plans.

When a curved alignment is shown on the plans the maximum deflection at any joint shall not exceed the manufacturer’s recommendation for the type of pipe and joint being used.

Thrust blocks of 4,000-psi minimum concrete shall be cast-in-place at all bends, behind each tee, or each cross, which is valved in such a manner that it can act as a tee, and at the back of fire hydrants unless designated otherwise on the plans. The thrust block shall extend from the fitting to undisturbed soil, shall be kept clear of the joints and joint bolting hardware, and shall be of such bearing areas as to assure adequate resistance to the force to be encountered. 4,000-psi minimum concrete for thrust blocks shall conform to Section 90-2 Minor Concrete of the State Standard Specifications. A certificate of compliance shall be submitted to the City Engineer prior to the placement of any 4,000-psi minimum concrete for thrust blocks, stating that the concrete to be furnished meets all contract requirements including minimum cement content specified. The Contractor shall ensure that the nuts and bolt heads of bolted connections are not covered by concrete or form materials. Thrust blocks shall be installed in conformance with the Standard Details.

Whenever pipe laying is discontinued for short periods, or when work is stopped at the end of the day, the open ends of all mains shall be closed with water-tight plugs or water-tight bulkheads. The plug or bulkhead shall not be removed unless or until the trench is free of standing water and the pipe laying process continues. 502
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Valves shall be set plumb and properly fitted to the adjacent sections of the main. A valve box shall be installed over each valve.

Pipe joints for water main pipe shall be made only with the couplings and gaskets specified herein, aligned and constructed in the trench in accordance with the manufacturer’s instruction manual.

After assembly, the ends of the water main pipe within the bell and spigot coupling shall be separated in accordance with the manufacturer’s installation requirements to allow for expansion and contraction. The final location of the gasket within each coupling shall be checked with a gauge.

Pipe joint restraints shall be used as shown on the plans and/or as approved by City Engineer. Joint restraint devices for Polyvinyl Chloride (PVC) pipe shall be EBAA Iron, Inc. Series 2000PV for mechanical joints, (four (4) inches through twenty-four (24) inches) and Series 2200 (thirty (30) inches through fifty-four (54) inches); Series 1600 and Series 2800 for bell and spigot joints; or approved equals.

Joint restraints shall have an eight (8) mil polyethylene encasement conforming to AWWA C105. Such encasement shall be secured using ten (10) mil wrapping tape.

C. INSTALLATION OF SERVICE LINES - The water service line shall be considered as a part of the main for the purpose of hydrostatic test. Water services may be bored upon approval of the City Engineer.

D. INSTALLATION OF FIRE HYDRANTS - Fire hydrants shall be installed per these specifications and Standard Details No. 515, 516 and 517. All newly installed fire hydrants shall be fully covered with burlap or black plastic and secured until such time that they are to be put into service. All existing fire hydrants, which are abandoned and not immediately removed shall be fully covered with burlap or black plastic and secured until such time that they are removed. The Contractor shall notify the City Fire Department Administration office at (916) 617-4600 and City Inspector during normal business hours from 8:00 a.m. to 5:00 p.m. Monday through Friday five (5) working days prior to a new fire hydrant is put into service and five (5) working days prior to an existing fire hydrant is removed from service. If a new hydrant is put into service or an existing fire hydrant is removed from service outside of normal business hours, the Contractor shall immediately the City Fire Department Administrative Office.

All fire hydrants shall have a minimum clearance of three (3) feet measured from the edge of the hydrant to any obstruction, including, but not limited to, fences, trees, signs, street light poles, and utility poles. Fifteen (15) linear feet of curb on each side of the hydrant location shall be painted red with an approved water-based traffic paint.
503
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E. CONNECTION TO EXISTING MAINS - The Contractor shall make connections to existing mains where indicated on the plans. The newly installed facilities are to be kept isolated from the City system until bacteriologically tested and test results accepted by the City. Service in existing mains can be interrupted only upon authorization by the City Engineer who will specify the time and duration of the outage. The Contractor shall notify all affected users in writing at least five (5) working days in advance of service interruption, using printed forms approved by the City.

Manipulation of existing valves shall only be done by or under the direction of the City Utility Maintenance Division personnel. Contact Utility Maintenance Supervisor at (916) 617-4850 three (3) working day in advance of required valve manipulation.

A work plan shall be developed for the new water main tie-in and reconnection of all services and appurtenances in accordance with the plans and specifications and as approved by the City Engineer. The work plan shall include, but not be limited to, details of positive separation of the newly installed water mains from the existing water mains during chlorination, bacteriologic and hydrostatic testing, personnel, equipment and materials to be used together with a detailed work schedule of all connections shown in chronological order. The work plan shall also include notification of the City Fire Department and specific information related to the inactivation of building fire protection systems fire hydrants and any other fire protection system components, including the need for fire watch personnel. Noncompliance with any stipulation of this section will be justification for the City to stop work.

The work plan complete with schedule and narrative shall be submitted to the City Engineer seven (7) days prior to commencement of work and shall be approved by the City Engineer prior to commencement of work.

All scheduled shutdowns to the water system shall be performed by the City’s Utility Maintenance Division. To coordinate shutdowns, contact the Utility Maintenance Superintendent between 7:00 a.m. and 3:30 p.m., Monday through Friday, a minimum of three (3) working days in advance of the required shutdown. Contact number for the Utility Maintenance Superintendent is (916) 617-4850.

All water services shall be connected to the existing water main as shown on the plans and/or specified herein.

F. WATER SERVICE INTERRUPTION - Water service interruption of residences or businesses shall not exceed four (4) hours and shall be preceded by notification to residents or businesses a minimum of five (5) working days prior to shutdown of service. The notification of water service interruption shall be in a form approved by the City Engineer and City Fire Department. Written notification shall be submitted to the City Engineer and City Fire Department for approval a minimum of five working (5) days prior to issuing the notice of the water service interruption.

G. ABANDONMENT OF EXISTING WATER SERVICES
504
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H. SALVAGING WATER MAINS AND APPURTENANCES - Prior to delivery of salvaged meters, valves, fire hydrants, etc., as specified on the plans and in the Contract documents, the Contractor shall coordinate with the Utilities Maintenance Superintendent for the delivery location within the City Corporation Yard. Asbestos cement pipe shall be properly disposed of by the Contractor.

To coordinate deliveries, contact the Utilities Maintenance Superintendent between 7:00 a.m. and 3:30 p.m. Monday through Friday at (916) 617-4850. The City Corporation Yard is located at 4300 West Capitol Avenue in the City of West Sacramento.

I. RELIEFS AND BLOWOFFS - Air Relief Valve and Blowoff Assemblies shall be installed in accordance with the Standard Details.

J. TESTING OF WATER MAINS - After the pipe has been backfilled at least twenty-four (24) inches over the top, each section of the pipe to be tested shall be slowly filled with water and all air shall be expelled from the pipe. Any connection to the existing water system shall be protected with an approved double check valve assembly. The release of the air can be accomplished by opening hydrants and service line cocks at the high points of the system and the blowoffs at the dead ends. The valves controlling the admission of water into the section of the pipe to be tested should be opened wide before shutting the hydrants or blowoffs. After the system has been filled with water and all air expelled, all valves controlling the section to be tested shall be closed and the line be allowed to set for a period of not less than twenty-four (24) hours. If water services/appurtenances are to be tested with the Water Main, all services and appurtenances are to be set to final grade prior to starting test. Otherwise, services and appurtenances are to be tested separately.

The pipe shall then be refilled, if necessary, and subjected to a pressure of not less than one hundred fifty (150) pounds per square inch or the service pressure plus fifty (50) pounds, whichever is greater, for a period of two (2) hours. The Contractor shall provide the necessary pump and clean calibrated container for measurement of make-up water required to replace leakage during this two (2) hour period. The two (2) hour hydrostatic test shall be conducted in the presence of the City Engineer’s designated representative.

All exposed pipe, fittings, valves, hydrants, and joints shall be carefully examined during the pressure test. Any cracks or defective pipe, fittings, valves, or hydrants discovered during the test shall be removed and replaced with sound material and the test repeated until the system is proved satisfactory.

For a two (2) hour hydrostatic test, the allowable leakage in gallons shall be calculated using the following factor:
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Pipe Diameter Factor Allowable Leakage in Gallons

0.000474 x linear ft. =
4 inch 0.000974 x linear ft. =
6 inch 0.001420 x linear ft. =
8 inch 0.001894 x linear ft. =
10 inch 0.002367 x linear ft. =
12 inch 0.002841 x linear ft. =
14 inch 0.003314 x linear ft. =
16+ inch = 1 gal/mile/inch diameter
Any excavation required for testing or repairs shall be backfilled with aggregate base compacted to ninety-five (95) percent relative compaction.

K. SANITIZING AND BACTERIOLOGICAL TESTING - Contractor shall be responsible for sanitizing and bacteriological testing of all new and repaired water lines prior to City acceptance. All lines, mains, branches, and services (including repair work) shall be disinfected in accordance with AWWA Standard C651 “Disinfecting Water Mains” and any additional requirements, if required, by the City. Water used for disinfecting shall be potable and contain a minimum residual chlorine content of ten (10) ppm after standing twenty-four (24) hours in the pipe or as otherwise directed by the City Engineer. In addition to the disinfection process, bacteriological testing shall be completed and accepted by the City. The water mains shall be thoroughly drained and flushed before placed in public service.

15.04 EXISTING WATER MAINS AND SERVICE
The City Utility Maintenance Division will make repairs to all water service laterals, water mains, and related water system appurtenances damaged by the Contractor during the course of construction unless directed otherwise by the City Engineer. The Contractor/Developer shall be required to pay all labor, materials and equipment costs incurred by the City Utility Maintenance Division for the repairs made to damaged water service laterals, water mains, etc. provided that these existing water system appurtenances are properly “marked” during the Underground Service Alert (USA) notification period.

The City will bill the Contractor for the repairs and the bills will be paid by the Contractor/Developer prior to either the next monthly progress payment, prior to the final payment, or prior to final acceptance of the public improvement(s) by the City Council, whichever comes first. The Contractor/Developer shall provide to the City Engineer proof of payment of the repair bills prior to the issuance of either the monthly progress payment, final payment, or prior to final acceptance of the public improvement(s) by the City Council.

The current labor and equipment rates for the City Utility Maintenance Division will be made available to the Contractor/Developer. The City shall have the right to deduct the total amount of any unpaid City repair bill from the money due or to become due the Contractor on any City Public Improvement Contract.
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Division IV - Page 113
SECTION 15 WATER DISTRIBUTION
1/21/2026
For private development projects, all utility repair bills must be paid by the Contractor/Developer prior to permit final, or before a Certificate of Occupancy will be issued by the City.

15.05 PROCESS WATER
City water used for construction, testing, disinfection, and flushing of new water main improvements shall be diverted through a backflow prevention assembly. Such device shall be selected from the CA Department of Health Services’ current approved list (a new list is issued annually). Connection to the existing City Water System prior City Engineer approval.

Water trucks may be used as a water supply as long as there is no cross connection to the existing system. Fire hydrants may be used in conjunction with a backflow prevention assembly as a means to derive process water. Connection to a fire hydrant for supply requires a current and valid City fire hydrant permit. Contractors shall not contaminate the existing water system. The Contractor shall obtain a fire hydrant permit from the City prior to connection to an existing fire hydrant. All connections to fire hydrants shall include a gate valve. Fire hydrant assembly and gate valve must be removed each evening at the end of the workday.

Process water used in the flushing, testing, and disinfection process shall be disposed of in accordance with local and State requirements and as approved by the City Engineer.

15.06 MEASUREMENTS AND PAYMENT
Water main shall be measured horizontally by the linear foot through valves and fittings.

Valves shall each be measured as one completed installed unit in operable condition including valve, anchor block, valve box, and riser. Fire hydrants shall each be measured as one complete installed unit in operable condition including hydrant, break-off riser, hydrant bury thrust block, gate valve, valve box, concrete pad, paint and piping from main to bury. Air relief and blowoff assemblies shall each be measured as one complete unit in operable condition including valve, valve box, curb stop, corporation stop, service clamp and any other necessary fittings. Fittings, anchors, joint restraints and thrust blocks shall not be measured for payment.

West Sacramento City CouncilJanuary 21, 2026

West Sacramento City Council
January 21, 2026