CC 2016-03-22_09i Resolution_Std Specs and Eng StandardsMEMORANDUM
TO: CITY COUNCIL
FROM: TERESA MCCLISH, DIRECTOR OF COMMUNITY DEVELOPMENT
GEOFF ENGLISH, DIRECTOR OF PUBLIC WORKS
BY: MATT HORN, CITY ENGINEER
SUBJECT: CONSIDERATION OF ADOPTING A RESOLUTION APPROVING THE
STANDARD SPECIFICATIONS AND ENGINEERING STANDARDS FOR
CONSTRUCTION
DATE: MARCH 22, 2016
RECOMMENDATION:
It is recommended that the City Council adopt a Resolution approving the updated
Standard Specifications and Engineering Standards for Construction.
IMPACT ON FINANCIAL AND PERSONNEL RESOURCES:
The updated Standard Specifications and Engineering Standards will have an
insignificant impact on the cost of City or private development projects.
BACKGROUND:
The City maintains a set of Standard Specifications and Engineering Standards,
historically using the American Public Works Association Greenbook Standard
Specifications. The Standard Specifications and Engineering Standards set forth the
general guidelines and requirements for design and construction for City projects,
including private development work within existing and future public right-of-way. The
purpose of these standards is to set a level of quality and consistency in construction.
These two things, combined with active inspections, increase the longevity and function
of public improvements and reduce long term maintenance costs. In addition, the
Standard Specifications provide contractual language to guide the behavior and
relationship between contractors and the City during construction activities. Adoption of
these standards by the City Council assists in protecting the City from litigation through
laws relating to design immunity.
The Standard Specifications and Engineering Standards should be periodically updated
to reflect changes in construction practices, materials, and to add clarifications. The
City’s existing Engineering Standards were last comprehensively updated on July 1,
2004.
ANALYSIS OF ISSUES:
Unlike past updates, the revisions for the 2016 Standard Specifications and
Engineering Standards updates are significant. In the past, the City has used the
American Public Works Association’s Greenbook Standard Specifications wholly
Item 9.i. - Page 1
CITY COUNCIL
CONSIDERATION OF ADOPTING A RESOLUTION APPROVING STANDARD
SPECIFICATIONS AND ENGINEERING STANDARDS FOR CONSTRUCTION
MARCH 22, 2013
PAGE 2
without any changes. The updated Standard Specifications have incorporated the
Caltrans 2015 Standard Specifications rather than the American Public Works
Association's Greenbook Standard Specifications. Incorporating the Caltrans 2015
Standard Specifications has many benefits such as:
1. Caltrans Standard Specifications are readily available and free to download.
2. Caltrans Standard Specifications are used and known by our local contractors.
3. Allows for better integration between the City and Caltrans when completing
Caltrans Oversight Projects such as bridge replacement or interchange work.
4. Provides a standard set of construction claims tools and processes to follow.
5. Complies with Government Code Section 6219 and Presidential Executive Order
of 1998 requiring the use of plain language.
Example of Plain Language
The City Standard Specifications work in conjunction with the State of California
Department of Transportation Standard Specifications. The City references the State
book with modifications where appropriate to meet City needs. The State book covers
many standard contract issues and legal requirements such as labor laws, payment and
liability. The City Specifications focus on construction specifications for work the State
does not typically handle such as water, wastewater, and park facilities.
The Engineering Standards are pictorial construction details showing how facilities are
put together. These are largely specific to City construction with only a few references to
using typical State construction details.
The Engineering Standards have been revised and augmented. Uniform Design
requirements have been added that include:
1. Plan Requirements
2. Hydraulics and Hydrology Report Requirements
3. Post Construction Stormwater Requirements
4. Roadway Design Requirements
5. Storm Drain Requirements
6. Waterline Requirements
7. Sewerline Requirements
8. Marked crosswalk design requirements
These design requirements are either standards of the industry, included in the City’s
Municipal Code, or included in a City Master Plan or some other City document. The
intent is to compile the most used Engineering and Construction requirements into one
Item 9.i. - Page 2
CITY COUNCIL
CONSIDERATION OF ADOPTING A RESOLUTION APPROVING STANDARD
SPECIFICATIONS AND ENGINEERING STANDARDS FOR CONSTRUCTION
MARCH 22, 2013
PAGE 3
document making it easier for designers, private project applicants, and staff to follow.
Additional new or revised Engineering Standards include:
1. New driveway details with required Americans with Disabilities Act (ADA) path of
travel
2. New cross-gutter detail with ADA curb ramps
3. New sidewalk underdrain details
4. New ADA curb ramp details
5. New water and sewer separation guidelines
6. New roadway details including guidance for speed humps and speed tables
7. New standard traffic handling details
8. New tree wells
9. New Quality Assurance Program
10. Emergency vehicle turning template details
11. Stormwater Zones map
12. Bioretention and Bioswales details and planting information
The Standard Specifications and Engineering Standards will be compiled into one
bound book available for sale at City Hall or free to download from the City’s web site.
ALTERNATIVES:
The following alternatives are provided for the Council’s consideration:
• Adopt a Resolution approving the updated Standard Specifications and
Engineering Standards;
• Do adopt a Resolution; or
• Provide direction to staff.
ADVANTAGES:
Approval of the Standard Specifications and Engineering Standards will provide a
standard document for Engineers, Contractors, and staff to follow during design and
construction of public improvements. Additionally, it will allow staff managing Capital
Improvement Plan projects the ability to use Caltrans process for project
documentation and construction claims avoidance.
DISADVANTAGES:
No disadvantages have been identified.
ENVIRONMENTAL REVIEW:
In compliance with California Environmental Quality Act (CEQA) the project is
categorically exempt per section 15061(b)(3) of the CEQA Guidelines.
PUBLIC NOTIFICATION AND COMMENTS:
The Agenda was posted in front of City Hall on Thursday, March 17, 2016. The
Agenda and staff report were posted on the City’s website on Friday, March 18, 2016.
Item 9.i. - Page 3
CITY COUNCIL
CONSIDERATION OF ADOPTING A RESOLUTION APPROVING STANDARD
SPECIFICATIONS AND ENGINEERING STANDARDS FOR CONSTRUCTION
MARCH 22, 2013
PAGE 4
Attachments:
1. Standard Specifications and Engineering Standards (available for public
review at City Hall and on the City's website at
www.arroyogrande.org/AgendaCenter)
Item 9.i. - Page 4
RESOLUTION NO.
A RESOLUTION OF THE CITY COUNCIL OF THE CITY
OF ARROYO GRANDE APPROVING REVISED
STANDARD SPECIFICATIONS AND ENGINEERING
STANDARDS FOR CONSTRUCTION
WHEREAS, the Public Works and Community Development Departments are
responsible for maintaining Standard Specifications and Engineering Standards
establishing quality requirements and contract conditions for construction; and
WHEREAS, the Standard Specifications and Engineering Standards must be
periodically updated to allow for changes in construction practices and contract law.
NOW, THEREFORE BE IT RESOLVED that the City Council of the City of Arroyo
Grande does as follows:
1. The 2016 Standard Specifications and Engineering Standards dated and
effective March 23, 2016, copies of which are on file in the Office of the City
Clerk, are hereby approved.
2. Previous editions of the Standard Specifications and Engineering Standards are
hereby superseded and the 2016 Standard Specifications and Engineering
Specifications approved herein shall be applicable to all projects advertised and
approved following the approval of these standards, except as expressly
provided below.
3. The Director of Public Works is authorized to release for advertising under the
previous Standard Specifications, currently pending projects that are deemed by
the Director of Public Works substantially complete with design at the time of this
adoption. The Council expressly affirms its prior approval of the Standard
Specifications as applicable to those projects.
On motion of Council Member , seconded by Council Member ,
and on the following roll call vote, to wit:
AYES:
NOES:
ABSENT:
the foregoing Resolution was passed and adopted this 22nd day of March, 2016.
Item 9.i. - Page 5
RESOLUTION NO.
PAGE 2
JIM HILL, MAYOR
ATTEST:
KELLY WETMORE, CITY CLERK
APPROVED AS TO CONTENT:
DIANNE THOMPSON, CITY MANAGER
APPROVED AS TO FORM:
HEATHER WHITHAM, CITY ATTORNEY
Item 9.i. - Page 6
STANDARD SPECIFICATIONS
&
ENGINEERING STANDARDS
MARCH 2016
COMMUNITY DEVELOPMENT DEPARTMENT
ENGINEERING DIVISION
300 East Branch Street
Arroyo Grande, CA 93420
(805) 473-5420
ATTACHMENT 1
STANDARD SPECIFICATIONS
MARCH 2016
ADOPTED BY THE CITY COUNCIL OF ARROYO GRANDE
BY RESOLUTION NO. XXX
MARCH 22, 2016
MATTHEW HORN
CITY ENGINEER
RCE C63611
APPROVED ON: MARCH 22, 2016
COMMUNITY DEVELOPMENT DEPARTMENT
ENGINEERING DIVISION
300 East Branch Street
Arroyo Grande, CA 93420
(805) 473-5420
Underground Service Alert
Dig Alert
1-800-642-2444
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TABLE OF CONTENTS
DIVISION I GENERAL PROVISIONS ....................................................................................................1
1 GENERAL .......................................................................................................................................1
1-1.01 GENERAL ...........................................................................................................................1
1-1.05 REFERENCES ....................................................................................................................1
1-1.07 DEFINITIONS ......................................................................................................................1
1-1.07B GLOSSARY ................................................................................................................... 1
1-1.08 DISTRICTS ..........................................................................................................................3
1-1.11 WEB SITES, ADDRESSES, AND TELEPHONE NUMBERS ............................................. 3
1-1.12 MISCELLANY .....................................................................................................................3
2 BIDDING ..........................................................................................................................................4
2-1.06 BID DOCUMENTS ..............................................................................................................4
2-1.06A GENERAL ..................................................................................................................... 4
2-1.06B SUPPLEMENTAL PROJECT INFORMATION .............................................................. 4
2-1.12 DISADVANTAGED BUSINESS ENTERPRISES ................................................................ 4
2-1.12A GENERAL ..................................................................................................................... 4
2-1.15 DISABLED VETERAN BUSINESS ENTERPRISES .......................................................... 4
2-1.15A GENERAL ..................................................................................................................... 4
2-1.18 SMALL BUSINESSAND NON–SMALL BUSINESS SUBCONTRACTOR
PREFERENCES .............................................................................................................................4
2-1.18A GENERAL ..................................................................................................................... 4
2-1.27 CALIFORNIA COMPANIES ................................................................................................ 4
2-1.31 OPT OUT OF PAYTMENT ADJUSTMENTS FOR PRICE INDEX FLUCTUATIONS ......... 4
2-1.33 BID DOCUMENT COMPLETION AND SUBMITTAL ..........................................................4
2-1.33A GENERAL ..................................................................................................................... 4
2-1.33B ELECTRONIC BIDS ...................................................................................................... 5
2-1.33D BID FORM SUBMITTAL SCHEDULES ......................................................................... 5
2-1.33D(1) GENERAL ............................................................................................................. 5
2-1.40 BID DOCUMENT COMPLETION AND SUBMITTAL ..........................................................5
3 CONTRACT AWARD AND EXECUTION ........................................................................................ 6
3-1.04 CONTRACT AWARD ..........................................................................................................6
3-1.04A BID PROTEST ............................................................................................................... 6
3-1.04B ADDITIVE/DEDUCTIVE CONTRACT AWARD .............................................................. 6
3-1.05 CONTRACT BONDS...........................................................................................................6
3-1.05A ENCROACHMENT PERMIT BOND .............................................................................. 7
3-1.08 SMALL BUSINESS PARTICIPATION REPORT ................................................................. 7
3-1.11 PAYEE DATA RECORD ......................................................................................................8
3-1.18 CONTRACT EXECUTION................................................................................................... 8
3-1.18A ENCROACHMENT PERMIT ......................................................................................... 8
4 SCOPE OF WORK ........................................................................................................................10
4-1.02 INTENT ..............................................................................................................................10
4-1.05 CHANGES AND EXTRA WORK .......................................................................................10
4-1.05A GENERAL ................................................................................................................... 10
4-1.05A(1) COST REQUEST BULLETIN (CRB) ................................................................... 10
4-1.07 VALUE ENGINEERING .....................................................................................................10
4-1.13 CLEANUP .........................................................................................................................10
4-1.13A WORK SITE MAINTENANCE ..................................................................................... 10
4-1.13B STOCKPILES .............................................................................................................. 11
5 CONTROL OF WORK ...................................................................................................................12
5-1.01 GENERAL .........................................................................................................................12
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5-1.02 CONTRACT COMPONENTS ............................................................................................ 12
5-1.02A PRIVATE CONSTRUCTION PROJECTS COORDINATION AND INTERPRETATION
OF PLANS ................................................................................................................................ 12
5-1.02B ENCROACHMENT PERMIT PLANS .......................................................................... 13
5-1.02C INSPECTION FOR ENCROACHMENT INTO PUBLIC RIGHT-OF-WAY ................... 13
5-1.02D SEQUENCING ............................................................................................................ 14
5-1.09 PARTNERING ...................................................................................................................14
5-1.13 SUBCONTRACTING ........................................................................................................ 14
5-1.13A GENERAL ................................................................................................................... 14
5-1.17 CHARACTER OF WORKERS .......................................................................................... 14
5-1.20 COORDINATION WITH OTHER ENTITIES ...................................................................... 14
5-1.20B PERMITS. LICENSES, AGREEMENTS, AND CERTIFICATIONS .............................. 14
5-1.20B(4) CONTRACTOR–PROPERTY OWNER AGREEMENT ....................................... 14
5-1.20B(5) COMPLY WITH LOCAL, STATE AND FEDERAL REGULATIONS ..................... 14
5-1.20C RAILROAD RELATIONS ............................................................................................. 15
5-1.20G CITY AUTHORIZATIONS AND PERMITS .................................................................. 15
5-1.23 SUBMITTALS ....................................................................................................................15
5-1.23A GENERAL ................................................................................................................... 16
5-1.23B COORDINATION ......................................................................................................... 16
5-1.23C ORGANIZATION ......................................................................................................... 16
5-1.23D DEVIATION FROM CONTRACT ................................................................................ 17
5-1.23E SUBMITTAL COMPLETENESS .................................................................................. 17
5-1.23F SUBMITTAL PACKAGE ............................................................................................... 17
5-1.23G RETURNED SUBMITTALS ......................................................................................... 18
5-1.23H RESPONSIBILITY ....................................................................................................... 18
5-1.23I CHARGES FOR THIRD PARTY SUBMITTAL REVIEW ............................................... 19
5-1.26 CONSTRUCTION SURVEYS ............................................................................................19
5-1.26A GENERAL ................................................................................................................... 19
5-1.26B PAYMENT ................................................................................................................... 19
5-1.27 RECORDS .........................................................................................................................19
5-1.27E CHANGE ORDER BILLS ............................................................................................ 19
5-1.36 PROPERTY AND FACILITIES PRESERVATION ............................................................. 20
5-1.36A GENERAL ................................................................................................................... 20
5-1.36A(1) TRENCHLESS OPERATIONS ............................................................................ 20
5-1.38 MAINTENANCE AND PROTECTION RELIEF ................................................................. 21
5-1.39 DAMAGE REPAIR AND RESTORATION ......................................................................... 21
5-1.39A GENERAL ................................................................................................................... 21
5-1.43 POTENTIAL CLAIMS AND DISPUTE RESOLUTION ...................................................... 21
5-1.43E ALTERNATIVE DISPUTE RESOLUTION .................................................................... 21
6 CONTROL OF MATERIALS .........................................................................................................22
6-1 GENERIAL .............................................................................................................................22
6-1.04 BUY AMERICA .............................................................................................................. 22
6-1.05 SPECIFIC BRAND OR TRADE NAME AND SUBSTITUTION ...................................... 22
7 LEGAL RELATIONS AND RESPONSIBILITY TO THE PUBLIC ................................................. 23
7-1 GENERAL ..............................................................................................................................23
7-1.02 LAWS ............................................................................................................................. 23
7-1.02K LABOR CODE ......................................................................................................... 23
7-1.02K(1) GENERAL ....................................................................................................... 23
7-1.02K(3) CERTIFIED PAYROLL RECORDS (LABOR CODE 1776) ............................. 23
7-1.03 PUBLIC CONVENIENCE .............................................................................................. 23
7-1.03A PUBLIC NOTIFICATION .......................................................................................... 24
7-1.03A(1) STREET MAINTENANCE ............................................................................... 25
7-1.03A(2) STREET CLOSURE ........................................................................................ 25
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7-1.03A(3) NO PARKING .................................................................................................. 26
7-1.03B TRAFFIC CONTROL PLAN .................................................................................... 26
7-1.04 PUBLIC SAFETY ........................................................................................................... 27
7-1.06 INSURANCE .................................................................................................................. 27
7-1.06A GENERAL ............................................................................................................... 27
7-1.06B CITY CONTRACT ................................................................................................... 27
7-1.06C PRIVATE CONTRACT ............................................................................................ 32
8 PROSECUTION AND PROGRESS .............................................................................................. 33
8-1.02 SCHEDULE .......................................................................................................................33
8-1.02A GENERAL ................................................................................................................... 33
8-1.02A(1) PRIVATELY FUNDED ENCROACHMENT PERMITS, PROJECTS, TRACTS
AND SUBDIVISIONS ............................................................................................................ 33
8-1.02B LEVEL 1 CRITICAL PATH METHOD SCHEDULE ...................................................... 34
8-1.02B(1) GENERAL ........................................................................................................... 34
8-1.02B(4) PAYMENT ........................................................................................................... 34
8-1.03 PRECONSTRUCTION CONFERENCE ............................................................................ 34
8-1.04 START OF JOB SITE ACTIVITIES ................................................................................... 34
8-1.04B STANDARD START .................................................................................................... 34
8-1.05 TIME ..................................................................................................................................35
8-1.10 LIQUIDATED DAMAGES ..................................................................................................35
8-1.10A GENERAL ................................................................................................................... 35
8-1.10B FAILURE TO COMPLETE WORK PARTS WITHIN SPECIFIED TIMES .................... 35
8-1.10B(1) FAILURE TO COORDINATE SIGNAL TURN-ONS, STRIPING AND SIGNING . 35
9 PAYMENT ......................................................................................................................................36
9-1.03 PAYMENT SCOPE ............................................................................................................36
9-1.04 FORCE ACCOUNT ...........................................................................................................36
9-1.04A GENERAL ................................................................................................................... 36
9-1.04B LABOR ........................................................................................................................ 36
9-1.04D EQUIPMENT RENTAL ................................................................................................ 36
9-1.04D(1) GENERAL ........................................................................................................... 36
9-1.07 PAYMENT ADJUSTMENTS FOR PRICE INDEX FLUCTUATIONS ................................. 37
9-1.16 PROGRESS PAYMENTS .................................................................................................. 37
9-1.16A GENERAL ................................................................................................................... 37
9-1.16C MATERIALS ON HAND .............................................................................................. 37
9-1.16E WITHHOLDS ............................................................................................................... 37
9-1.16E(2) PROGRESS WITHHOLDS ................................................................................. 37
9-1.16E(4) STOP NOTICE WITHHOLDS ............................................................................. 37
9-1.16F RETENTIONS ............................................................................................................. 38
9-1.17 PAYMENT AFTER CONTRACT ACCEPTANCE .............................................................. 38
9-1.17C PROPOSED FINAL ESTIMATE .................................................................................. 38
9-1.17D FINAL PAYMENT AND CLAIMS .................................................................................. 38
9-1.17D(1) GENERAL ........................................................................................................... 38
9-1.17D(2) CLAIM STATEMENT ........................................................................................... 38
9-1.17D(2)(A) GENERAL .................................................................................................. 38
9-1.17D(2)(D) WAIVER ..................................................................................................... 39
9-1.17D(3) FINAL DETERMINATION OF CLAIMS ............................................................... 39
9-1.22 ARBITRATION ..................................................................................................................39
9-1.22 CLAIM RESOLUTION PROCEDURE ............................................................................... 39
9-1.23 CITY BILLING ...................................................................................................................40
DIVISION II GENERAL CONSTRUCTION .......................................................................................... 41
12 TEMPORARY TRAFFIC CONTROL ........................................................................................... 41
iv
12-1 GENERAL ............................................................................................................................41
12-1.01 GENERAL .................................................................................................................... 41
12-1.03 FLAGGING COSTS ..................................................................................................... 41
12-1.04 TEMPORARY TRAFFIC CONTROL COSTS .............................................................. 41
12-8 TEMPORARY PAVEMENT DELINEATION ......................................................................... 41
12-8.01 GENERAL .................................................................................................................... 41
12-8.02 MATERIALS ................................................................................................................. 42
12-8.03 CONSTRUCTION ........................................................................................................ 42
13 WATER POLLUTION CONTROL................................................................................................ 43
13-1 GENERAL ............................................................................................................................43
13-1.01 GENERAL .................................................................................................................... 43
13-1.01A SUMMARY ............................................................................................................ 43
13-1.01D QUALITY CONTROL AND ASSURANCE ............................................................. 44
13-1.01D(3) WATER POLLUTION CONTROL MANAGER .............................................. 44
13-1.01D(3)(A) GENERAL ............................................................................................ 44
13-1.04 PAYMENT ................................................................................................................ 44
13-3 STORM WATER POLLUTION PREVENTION PLAN .......................................................... 44
13-3.01 GENERAL .................................................................................................................... 44
14 ENVIRONMENTAL STEWARDSHIP .......................................................................................... 45
14-1 GENERAL ............................................................................................................................45
14-1.01 GENERAL .................................................................................................................... 45
14-2 CULTURAL RESOURCES ................................................................................................... 45
14-2.03 ARCHAEOLOGICAL MONITORING AREA ................................................................. 45
14-2.03A GENERAL ............................................................................................................. 45
14-11 HAZARDOUS WASTE AND CONTAMINATION ............................................................... 46
14-11.01 GENERAL .................................................................................................................. 46
14-11.01B HAZARDOUS WASTE MANAGEMENT PRACTICES ........................................ 46
14-11.01B(3) HEALTH AND SAFETY PLAN ..................................................................... 46
14-11.02 CONSTRUCTION ...................................................................................................... 47
14-11.02B HAZARDOUS WASTE MANAGEMENT PRACTICES ........................................ 47
14-11.02B(1) GROUNDWATER ........................................................................................ 47
14-11.02F CITY – GENERATED HAZARDOUS WASTE ..................................................... 47
14-11.02F(4) PAYMENT .................................................................................................... 47
15 EXISTING FACILITIES ................................................................................................................48
15-1 GENERAL ............................................................................................................................48
15-1.03 CONSTRUCTION ........................................................................................................ 48
15-1.03A GENERAL ............................................................................................................. 48
15-1.03B REMOVING CONCRETE ...................................................................................... 48
15-1.03D ADJUST FRAMES, COVERS, GRATES AND MANHOLES ................................. 48
15-1.04 PAYMENT .................................................................................................................... 49
DIVISION III EARTHWORK AND LANDSCAPE ................................................................................. 50
17 GENERAL ...................................................................................................................................50
17-1 GENERAL ............................................................................................................................50
17-1.01 GENERAL .................................................................................................................... 50
21 EROSION CONTROL .................................................................................................................50
21-1.02 MATERIALS ....................................................................................................................50
21-1.02G SEED ........................................................................................................................ 50
DIVISION IV SUBBASES AND BASES .............................................................................................. 51
26 AGGREGATE BASES .................................................................................................................51
v
26-1.02 MATERIAL ......................................................................................................................51
26-1.02A GENERAL ................................................................................................................. 51
26-1.02D CLASS 2R AGGREGATE BASE (RECYCLED) ........................................................ 51
26-1.02E CLASS 3 AGGREGATE BASE (SAND) .................................................................... 52
26-1.02F CRUSHED ROCK ..................................................................................................... 52
26-1.02G SELECT BACKFILL MATERIAL (TRENCH BACKFILL SAND) ................................ 52
26-1.02H FLOAT ROCK (TRENCH BACKFILL) ....................................................................... 53
DIVISION V SURFACING AND PAVEMENTS .................................................................................... 54
37 BITUMINOUS SEALS .................................................................................................................54
37-1 GENERAL ............................................................................................................................54
37-1.01 GENERAL .................................................................................................................... 54
37-2 SEAL COATS .......................................................................................................................54
37-2.04 ASPHALTIC EMULSUON SEAL COAT ....................................................................... 54
37-2.04B NONPOLYMER ASPHALTIC EMULSION SEAL COAT ........................................ 54
37-2.04B(2) MATERIALS .................................................................................................. 54
37-2.04C POLYMER ASPHALTIC EMULSION SEAL COAT ................................................ 54
37-2.04C(2) MATERIALS .................................................................................................. 54
37-3 SLURRY SEAL AND MICRO-SURFACING .........................................................................54
37-3.01 GENERAL .................................................................................................................... 54
37-3.01D QUALITY CONTROL AND ASSURANCE ............................................................. 54
37-3.01D(1) GENERAL ..................................................................................................... 54
37-3.03 CONSTRUCTION ........................................................................................................ 54
37-3.03D PLACING .............................................................................................................. 54
37-3.03D(1) GENERAL ..................................................................................................... 54
37-3.03D(2) SURFACE PREPARATION ........................................................................... 54
37-3.03D(2)(A) GENERAL ............................................................................................ 54
37-3.03D(3) TEST STRIP ................................................................................................. 55
37-3.03D(3)(B) SLURRY SEAL ..................................................................................... 55
37-3.03D(3)(C) MICRO-SURFACING ........................................................................... 55
37-3.03D(4) PLACEMENT ................................................................................................ 56
37-3.03D(4)(A) GENERAL ............................................................................................ 56
37-3.03D(4)(A)(I) GENERAL ..................................................................................... 56
37-3.03D(4)(C) MICRO-SURFACING ........................................................................... 56
37-3.03D(4)(C)(III) FINISHED SURFACE ................................................................. 56
37-3.04 PAYMENT .................................................................................................................... 56
39 HOT MIX ASPHALT ....................................................................................................................58
39-1 GENERAL ............................................................................................................................58
39-1.01 GENERAL .................................................................................................................... 58
39-1.02 MATERIALS ................................................................................................................. 58
39-1.02A TACK COAT ........................................................................................................... 58
39-1.02B ASPHALT BINDER ................................................................................................ 58
39-1.03 CONSTRUCTION ........................................................................................................ 58
39-1.04 PAYMENT .................................................................................................................... 58
39-2 HOT MIX ASPHALT .............................................................................................................58
39-2.01 GENERAL .................................................................................................................... 58
39-2.01A GENERAL ............................................................................................................. 58
39-2.01A(3) SUBMITTALS ................................................................................................ 58
39-2.01A(3)(B) JOB MIX FORMULA ............................................................................ 58
39-2.01A(3)(B)(I) GENERAL ..................................................................................... 58
39-2.01A(4) QUALITY ASSURANCE ................................................................................ 59
39-2.01A(4)(I) CITY ACCEPTANCE .............................................................................. 59
39-2.01A(4)(I)(II) IN-PLACE DENSITY ..................................................................... 59
vi
39-2.01A(I)(II)(A) ACCEPTANCE OF PRIVATE CONSTRUCTION ...................... 59
39-2.01B MATERIALS .......................................................................................................... 59
39-2.01B(9) GEOSYNTHETIC PAVMENT INTERLAYER ................................................. 59
39-2.01C CONSTRUCTION ................................................................................................. 59
39-2.01C(3) SURFACE PREPARATION ........................................................................... 59
39-2.01C(3)(A) GENERAL ............................................................................................ 59
42 GROOVE AND GRIND CONCRETE ...........................................................................................62
42-3 GRINDING ............................................................................................................................62
42-3.03 CONSTRUCTION ........................................................................................................ 62
42-3.03A GENERAL ............................................................................................................. 62
42-3.03A(1) EQUIPMENT ................................................................................................. 62
42-3.03B PAVEMENT ........................................................................................................... 62
DIVISION VISTRUCTURES .................................................................................................................64
51 CONCRETE STRUCTURES ....................................................................................................... 64
51-1 GENERAL ............................................................................................................................64
51-1.02 MATERIALS ................................................................................................................. 64
51-1.02A GENERAL ............................................................................................................. 64
51-1.04 PAYMENT .................................................................................................................... 64
52 REINFORCEMENT .....................................................................................................................64
52-1 GENERAL ............................................................................................................................64
52-1.02 MATERIALS ................................................................................................................. 64
52-1.02B BAR REINFORCING ............................................................................................. 64
56 SIGNS ..........................................................................................................................................64
56-2 OVERHEAD SIGN STRUCTURES ...................................................................................... 64
56-2.01 GENERAL .................................................................................................................... 64
56-2.01C SUBMITTALS ........................................................................................................ 64
56-2.01C(3) QUALITY CONTROL PROGRAM ................................................................. 64
56-2.02 MATERIALS ................................................................................................................. 64
56-2.02B BARS, PLATES, SHAPES, AND STRUCTURAL TUBING .................................... 64
DIVISION VII DRAINAGE ....................................................................................................................65
64 PLASTIC PIPE ............................................................................................................................65
64-2 PLASTIC PIPE .....................................................................................................................65
64-2.02 MATERIALS ................................................................................................................. 65
64-2.02A GENERAL ............................................................................................................. 65
64-2.03 CONSTRUCTION ........................................................................................................ 65
64-2.04 PAYMENT .................................................................................................................... 65
66 CORRUGATED METAL PIPE ..................................................................................................... 65
DIVISION VIII MISCELLANEOUS CONSTRUCTION ......................................................................... 66
73 CONCRETE CURBS AND SIDEWALKS .................................................................................... 66
73-1 GENERAL ............................................................................................................................66
73-1.01 GENERAL .................................................................................................................... 66
73.1.02 MATERIAL ................................................................................................................... 66
73-1.02A GENERAL ............................................................................................................. 66
73-1.02B DETECTABLE WARNING SURFACE ................................................................... 66
73-1.03 CONSTRUCTION ........................................................................................................ 66
73-1.03A GENERAL ............................................................................................................. 66
73-1.03B SUBGRADE PREPARATION ................................................................................ 68
vii
73-1.03C FIXED FORMS ...................................................................................................... 68
73-1.03E CURING ................................................................................................................ 68
73-1.03F EXPANSION AND CONTRACTION JOINTS ........................................................ 68
73-1.03G BACKFILL AND CLEANUP ................................................................................... 68
73-1.03H ASPHALT CONCRETE PAVEMENT ..................................................................... 69
73-1.04 PAYMENT .................................................................................................................... 69
73-5 VILLAGE STYLE SIDEWALK – EXPOSED AGGREGATE ................................................ 69
73-5.01 GENERAL .................................................................................................................... 69
73-5.01A SUBMITTALS ........................................................................................................ 70
73-5.02 MATERIALS ................................................................................................................. 70
73-5.02A MORTAR ............................................................................................................... 70
73-5.02B GROUT ................................................................................................................. 70
73-5.02C SEED AGGREGATE ............................................................................................. 70
73-5.03 CONSTRUCTION ........................................................................................................ 70
73-4.03A SEED AGGREGATE.............................................................................................. 71
73-4.03B TILE ....................................................................................................................... 71
73-5.04 PAYMENT .................................................................................................................... 71
75 MISCELLANEOUS METAL.........................................................................................................72
75-1.02 MISCELLANEOUS IRON AND STEEL .......................................................................... 72
75-1.02A GENERAL ................................................................................................................. 72
77 LOCAL INFRASTRUCTURE ...................................................................................................... 73
77-1 EXCAVATION AND RESTORATION ................................................................................... 73
77-1.01 GENERAL .................................................................................................................... 73
77-1.02 MATERIALS ................................................................................................................. 74
77-1.02A BASE MATERIALS ................................................................................................ 74
77-1.02B SLURRY CEMENT BACKFILL (ONE SACK) ........................................................ 74
77-1.02C TRACER MATERIAL ............................................................................................. 74
77-1.02C(1) TAPE ............................................................................................................. 74
77-1.02C(2) WIRE............................................................................................................. 74
77-1.02C(3) TRACTER MATERIAL TESTING .................................................................. 74
77-1.03 CONSTRUCTION ........................................................................................................ 74
77-1.03A EXCAVATION ........................................................................................................ 74
77-1.03A(1) UTILITIES ..................................................................................................... 74
77-1.03A(1)(A) WATERLINES ...................................................................................... 75
77-1.03A(1)(B) SEWERLINES ...................................................................................... 76
77-1.03A(2) TREE PROTECTION .................................................................................... 76
77-1.03A(2)(A) PROTECTION FENCES ...................................................................... 76
77-1.03A(2)(B) PRUNING ............................................................................................. 76
77-1.03A(2)(C) PARKING AND STORAGE OF BUILDING MATERIALS ..................... 76
77-1.03A(2)(D) DUMPING ............................................................................................ 76
77-1.03A(2)(E) HERBICIDE USE ................................................................................. 76
77-1.03A(2)(F) TRUNK PROTECTION ......................................................................... 77
77-1.03A(2)(G) EXCAVATION, GRADING, TRE NCHING AND BORING ..................... 77
77-1.03A(2)(I) TREE REMOVALS ................................................................................. 77
77-1.03A(2)(J) TREE PROTECTION PLAN.................................................................. 77
77-1.03A(3) GROUNDWATER .......................................................................................... 78
77-1.03B TRENCH CONSTRUCTION .................................................................................. 78
77-1.03B(1) GENERAL ..................................................................................................... 78
77-1.03B(2) TRENCH BEDDING ...................................................................................... 79
77-1.03B(3) PIPE LAYING ................................................................................................ 79
77-1.03B(4) INITIAL BACKFILL ........................................................................................ 80
77-1.03B(5) SUBSEQUENT BACKFILL ........................................................................... 80
77-1.03B(6) COMPACTION .............................................................................................. 80
viii
77-1.03C TEMPORARY PAVING AND STEEL PLATES ...................................................... 80
77-1.03C(1) TEMPORARY PAVING ................................................................................. 80
77-1.03C(2) STEEL PLATES ............................................................................................ 80
77-1.03D SURFACE RESTORATION ................................................................................... 81
77-1.03D(1) PORTLAND CEMENT CONCRETE PAVEMENT ......................................... 82
77-1.03D(2) ASPHALT CONCRETE (AC) PAVEMENT .................................................... 82
77-1.03D(3) SIDEWALK, CURB AND GUTTER RESTORATION .................................... 83
77-1.03D(4) TRAFFIC STRIPES, PAVEMENT MARKINGS, AND PAVEMENT MARKERS
.......................................................................................................................................... 83
77-1.04 PAYMENT .................................................................................................................... 83
77-2 WATERLINES ......................................................................................................................84
77-2.01 GENERAL .................................................................................................................... 84
77-2.02 MATERIALS ................................................................................................................. 84
77-2.02A GENERAL ............................................................................................................. 84
77-2.02B PIPE ...................................................................................................................... 84
77-2.02B(1) DUCTILE IRON PIPE .................................................................................... 84
77-2.02B(2) POLYVINYL CHLORIDE (PVC) PIPE ........................................................... 84
77-2.02B(3) POLYETHYLENE TUBING ........................................................................... 84
77-2.02B(4) SOLID SLEEVES .......................................................................................... 85
77-2.02B(2) HIGH DENSITY POLYETHYLENE (HDPE) .................................................. 85
77-2.02C JOINTS AND FITTINGS ........................................................................................ 86
77-2.02D VALVES ................................................................................................................. 86
77-2.02D(1) GATE VALVES (3 INCH TO 8 INCH) ............................................................ 86
77-2.02D(2) BUTTERFLY VALVES (10 INCH TO 24 INCH) ............................................. 87
77-2.02D(3) CHECK VALVES ........................................................................................... 87
77-2.02D(4) AIR RELEASE VALVES ................................................................................ 88
77-2.02E CHLORINE ............................................................................................................ 88
77-2.03 CONSTRUCTION ........................................................................................................ 88
77-2.03A PIPE LAYING......................................................................................................... 88
77-2.03A(1) ASBESTOS CEMENT PIPE .......................................................................... 88
77-2.03A(2) POLY VINYL CHLORIDE (PVC) PIPE INSTALLATION ................................ 88
77-2.03B JOINTS AND FITTINGS ........................................................................................ 88
77-2.03B(1) MECHANICAL JOINTS ................................................................................. 88
77-2.03B(2) COMPRESSED GASKET JOINTS ............................................................... 89
77-2.03B(3) FLANGED JOINTS ....................................................................................... 89
77-2.03B(4) FLEXIBLE COUPLINGS ............................................................................... 89
77-2.03C FIRE HYDRANT .................................................................................................... 89
77-2.03D VALVES AND VALVE WELLS ............................................................................... 90
77-2.02E HAND WHEELS .................................................................................................... 90
77-2.03F WATER SERVICES ............................................................................................... 90
77-2.02G TAPPING SLEEVES ............................................................................................. 90
77-2.03H EXISTING WATER PIPES .................................................................................... 90
77-2.03H(1) ABANDONMENT OF WATERLINES ............................................................ 91
77-2.03H(2) COORDINATION AND NOTIFICATION ........................................................ 91
77-2.03I COMPLIANCE WITH PUBLIC HEALTH CODE ...................................................... 92
77-2.03J TESTING................................................................................................................ 92
77-2.03J(1) SAMPLING .................................................................................................... 93
77-2.03J(2) FLUSHING ..................................................................................................... 93
77-2.03J(3) DISINFECTION ............................................................................................. 93
77-2.03J(4) PRESSURE ................................................................................................... 93
77-2.04 PAYMENT .................................................................................................................... 94
77-3 SEWERS ..............................................................................................................................95
77-3.01 GENERAL .................................................................................................................... 95
77-3.02 MATERIALS ................................................................................................................. 95
ix
77-3.02A PIPE ...................................................................................................................... 95
77-3.02A(1) GENERAL ..................................................................................................... 95
77-3.02A(2) HIGH DENSITY POLYETHYLENE (HDPE) .................................................. 95
77-3.02A(3) POLYVINYL CHLORIDE (PVC) PIPE ........................................................... 96
77-3.02A(3)(A) PVC PIPE 4 TO 15 INCH DIAMETER .................................................. 96
77-3.02A(3)(B) PVC PIPE 18 TO 27 INCH DIAMETER ................................................ 96
77-3.02A(3)(C) PVC PIPE 30 TO 48 INCH DIAMETER ............................................... 96
77-3.02A(4) DUCTILE IRON PIPE .................................................................................... 97
77-3.02A(5) SEWER LATERAL PIPE ............................................................................... 97
77-3.02B JOINTS AND FITTINGS ........................................................................................ 97
77-3.02B(1) HDPE ............................................................................................................ 97
77-3.02B(2) PVC ............................................................................................................... 97
77-3.02B(3) DUCTILE IRON ............................................................................................. 98
77-3.02B(4) REPAIR JOINT .............................................................................................. 98
77-3.02B(5) SEWER LATERAL JOINTS (NEW AND REPLACEMENT) .......................... 98
77-3.02C CONCRETE .......................................................................................................... 98
77-3.02D MORTAR ............................................................................................................... 98
77-3.03 CONSTRUCTION ........................................................................................................ 99
77-3.03A PIPE INSTALLATION ............................................................................................ 99
77-3.03A(1) PIPE LAYING ................................................................................................ 99
77-3.03A(2) PIPE BURSTING AND REAMING ................................................................ 99
77-3.03A(3) HDPE PIPE JOINT ...................................................................................... 100
77-3.03B SAND TRAPS...................................................................................................... 101
77-3.03C BYPASS PUMPING ............................................................................................ 101
77-3.03D MANHOLES ........................................................................................................ 101
77-3.03E SEWER LATERALS ............................................................................................ 101
77-3.03F EXISTING SEWER .............................................................................................. 101
77-3.03F(1) EXISTING MANHOLES .............................................................................. 101
77-3.03F(2) ABANDONMENT OF SEWERLINES .......................................................... 102
77-3.03F(3) REPAIR ....................................................................................................... 102
77-3.03G TESTING............................................................................................................. 102
77-3.03G(1) AIR TEST .................................................................................................... 102
77-3.03G(2) DEFLECTION ............................................................................................. 105
77-3.03G(3) TELEVISION INSPECTION ........................................................................ 106
77-3.03G(4) PVC JOINTS ............................................................................................... 106
77-3.03G(5) TESTING OF FORCE MAINS .................................................................... 106
77-3.03H CLEANING .......................................................................................................... 106
77-3.04 PAYMENT .................................................................................................................. 107
77-4 STORM DRAINS ................................................................................................................108
77-4.01 GENERAL .................................................................................................................. 108
77-4.02 MATERIALS ............................................................................................................... 108
77-4.02A PIPE .................................................................................................................... 108
77-4.02A(2) HIGH DENSITY POLYETHYLENE (HDPE) ................................................ 108
77-4.02B JOINTS AND FITTINGS ...................................................................................... 108
77-4.02B(1) HDPE .......................................................................................................... 108
77-4.02C CONCRETE ........................................................................................................ 108
77-4.03E CATCH BASINS .................................................................................................. 108
77-4.03G TESTING............................................................................................................. 109
77-4.03G(1) AIR TEST .................................................................................................... 109
77-4.04 PAYMENT .................................................................................................................. 109
77-5 MINOR ELECTRICAL ........................................................................................................ 110
77-5.01 GENERAL .................................................................................................................. 110
77-5.02 MATERIALS ............................................................................................................... 110
77-5.02A LED LUMINARIES ............................................................................................... 110
x
77-5.03 CONSTRUCTION ...................................................................................................... 110
77-5.04 PAYMENT .................................................................................................................. 110
78 INCIDENTAL CONSTRUCTION ............................................................................................... 111
78-2 SURVEY MONUMENTS .................................................................................................... 111
78-2.01 GENERAL .................................................................................................................. 111
78-2.02 MATERIALS ............................................................................................................... 111
78-2.03 CONSTRUCTION ...................................................................................................... 111
78-2.04 PAYMENT .................................................................................................................. 111
84 MARKINGS ............................................................................................................................... 112
84-2 TRAFFIC STRIPES AND PAVEMENT MARKINGS .......................................................... 112
84-2.01 GENERAL .................................................................................................................. 112
84-2.01A SUMMARY .......................................................................................................... 112
84-2.01B DEFINITIONS ...................................................................................................... 112
84-2.03 CONSTRUCTION ...................................................................................................... 112
84-2.03C APPLICATION OF STRIPES AND MARKINGS .................................................. 112
84-2.04 PAYMENT .................................................................................................................. 112
84-9 EXISTING MARKINGS ...................................................................................................... 113
84-9.03 CONSTRUCTION ...................................................................................................... 113
84-9.03B REMOVE TRAFFIC STRIPES AND PAVEMENT MARKERS ............................. 113
DIVISION X MATERIALS ...................................................................................................................114
90 CONCRETE ............................................................................................................................... 114
90-1 GENERAL .......................................................................................................................... 114
91-1.01 GENERAL .................................................................................................................. 114
90-1.01B DEFINITIONS ...................................................................................................... 114
90-1.01D QUALITY ASSURNACE ...................................................................................... 114
90-1.01D(1) GENERAL ................................................................................................... 114
1
STANDARD SPECIFICATIONS
These Standard Specifications are to be used in conjunction with the State of California,
Department of Transportation Standard Specifications and Standard Plans dated 2015. In
absence of revision by these Standard Specifications, comply with the State of California
Department of Transportation Standard Specifications dated 2015.
DIVISION I GENERAL PROVISIONS
1 GENERAL
1-1.01 GENERAL
Add to 1st paragraph in Section 1-1.01.
When counting paragraphs, individually numbered items and tables are part of the preceding
paragraph.
Replace the 8th paragraph of Section 1-1.01 with:
The Engineer will number bid items consecutively and uniquely for each contract.
1-1.05 REFERENCES
Replace the 4th paragraph of Section 1-1.05 with:
Where a section number is referenced without a reference to a document, the reference is to
a section of the 2015 State Standard Specifications as revised by the City Standard
Specifications and Special Provisions.
1-1.07 DEFINITIONS
1-1.07B Glossary
Add to Section 1-1.07B or
Replace if defined in Section 1-1.07B with:
Architect: The Engineer as defined in this Section.
Bid Item List: The Bid Item List is found in the bid forms.
City: City of Arroyo Grande
Department of Transportation: The City of Arroyo Grande Community Development
Department.
Department: The City of Arroyo Grande Community Development Department.
Director:The City of Arroyo Grande Public Works Director or designee.
The Village Core Downtown: The Village Core Downtown is that area of:
2
1. East Branch Street that is bounded by Wesley Street, Traffic Way, and Whitley Street
as projected to Le Point Street; and
2. Bridge Street from East Branch Street to Nelson Street.
Engineering Standards: The current City of Arroyo Grande Engineering Standards
Engineer: The City Engineer or Director of Public Works of the City of Arroyo Grande, acting
either directly or through properly authorized agents, the agents acting within the scope of the
particular duties delegated to them.
Holiday: Holiday shown in the following table:
Holiday Date Observed
Sunday Every Sunday
New Year’s Day January 1st
Birthday of Martin Luther King, Jr. 3rd Monday in January
Lincolns Birthday 2nd Friday in February
Presidents Day 3rd Monday in February
Memorial Day Last Monday in May
Independence Day July 4th
Labor Day 1st Monday in September
Veterans Day November 11th
Thanksgiving Day 4th Thursday in November
Day after Thanksgiving Day after Thanksgiving Day
Day before Christmas Day Last working day prior to Christmas Day
Christmas Day December 25th or first working day after
Day before New Year’s Day Last working day prior to New Year’s Day
If January 1st, July 4th, November 11th, or December 25th falls on a Sunday, the Monday
following is a holiday. If November 11th falls on a Saturday, the preceding Friday is a holiday.
Laboratory: The City or a designated laboratory authorized by the City to test materials and
work involved in the contract.
Landscape Architect: The Engineer as defined in this Section.
Village Style Sidewalk District: That area of:
1. Branch Street from Traffic Way to Tally Ho Creek
2. Bridge Street from Branch Street to Nelson Street
3. Downtown district
Must have exposed aggregate Village Style Sidewalk. Other areas within the Village Core
Downtown and Mixed Use districts may have exposed aggregate sidewalks or conventional
concrete, as approved by the City. (Design Guidelines and Standards for the Historic
Character Overlay District (D-2.4))
MUTCD: The most current version of the California Manual on Uniform Traffic Control
Devices.
Office of Structure Design: The Office of the City Engineer at the address located in the
Special Provisions for the submission of bids.
3
Plans:
1. Project Plans: Drawings specific to the project, including authorized shop drawings.
2. Engineering Standards: Drawing standard to City of Arroyo Grande.
3. Standard Plans: Drawing standard to Caltrans.
Scheduled Completion Date: Planned work completion date shown on the current
schedule.
Specifications: The directions, provisions and requirements contained in the City of Arroyo
Grande, Standard Specifications and Engineering Standards as supplemented by the Special
Provisions. Whenever the term “these specifications” or “these Standard Specifications” is
used in this book, it means the provisions set forth in this book, in conjunction with, by
reference, the edition of the State Standard Specifications as referenced in the beginning of
this book. The Department of Transportation publications entitled Labor Surcharge and
Equipment Rental Rates and General Prevailing Wage Rates are to be considered as a part
of the Special Provisions.
State: The City of Arroyo Grande Community Development Department.
State of California: The City of Arroyo Grande Community Development.
State Standard Specifications: Means the Standard Specifications of the California
Department of Transportation, Business and Transportation Agency, dated 2015
1-1.08 DISTRICTS
Delete Section 1-1.08.
1-1.11 WEB SITES, ADDRESSES, AND TELEPHONE NUMBERS
Add to Section 1-1.11:
Reference Web Site Address Telephone Number
City of Arroyo Grande www.arroyogrande.org300 East Branch Street
Arroyo Grande, CA 93420
(805) 473-5420
1-1.12 MISCELLANY
Replace 1st paragraph of Section 1-1.12 with:
Make checks and bonds payable to the City of Arroyo Grande.
4
2 BIDDING
2-1.06 BID DOCUMENTS
2-1.06A General
Replace Section 2-1.06A with:
Standard Specifications and Standard Plans are available for review on the City’s web site or at
the City Public Works Office. Obtain bid packages including plans and specifications at the City
Public Works Office.
2-1.06B Supplemental Project Information
Replace Section 2-1.06B with:
Your attention is directed to the Special Provisions for the specific project regarding additional
information that may be available.
2-1.12 DISADVANTAGED BUSINESS ENTERPRISES
2-1.12A General
Add to Section 2-1.12A:
This Section is applicable to federally funded projects and only as directed in the Special
Provisions.
2-1.15 DISABLED VETERAN BUSINESS ENTERPRISES
2-1.15A General
Add to Section 2-1.15A:
This Section is applicable only as directed in the Special Provisions.
2-1.18 SMALL BUSINESSAND NON–SMALL BUSINESS SUBCONTRACTOR
PREFERENCES
2-1.18A General
Add to Section 2-1.18A:
This Section is applicable only as directed in the Special Provisions.
2-1.27 CALIFORNIA COMPANIES
Delete Section 2-1.27.
2-1.31 OPT OUT OF PAYTMENT ADJUSTMENTS FOR PRICE INDEX FLUCTUATIONS
Delete Section 2-1.31.
2-1.33 BID DOCUMENT COMPLETION AND SUBMITTAL
2-1.33A General
Add to Section 2-1.33A:
Any items of work that do not have a distinct pay item are included in other items of work paid
and no additional compensation will be allowed.
5
Bids must have all spaces for bid prices and totals filled in. In the case of arithmetic
discrepancy between item prices and total prices, item prices prevail over total prices.
Submit bid as directed in the notice to bidders.
On the Subcontractor List, you must submit each subcontracted bid item number and
corresponding percentage with your bid. Failure to do so results in a nonresponsive bid.
Furnish bid using blank forms provided in the Special Provisions. Bid must include all forms
and must be signed by the bidder. Subcontractor List and percentage of each item
subcontracted must be provided with the bid, on the List of Subcontractors form provided
herein.
2-1.33B Electronic Bids
Delete Section 2-1.33B
2-1.33D Bid Form Submittal Schedules
2-1.33D(1) General
Add to Section 2-1.33(D)1:
Submit your bid:
1. Under sealed cover marked outside of the envelope containing the bid in compliance
with the instructions contained in the notice to bidders.
2. No bid will be considered unless accompanied by one of the following:
a. Certified check
b. Cashier’s check
c. Bidder’s bond must comply with Section 2-1.34
If the bid is made by an individual, the individual’s name and mailing address must be shown.
If made by a firm or a partnership, the name and mailing address of each member of the firm
or partnership must be shown. If made by a corporation, the bid must show the name of the
state under the laws of which the corporation was chartered, and the:
1. Names
2. Titles
3. Business addresses
Of the:
1. President
2. Secretary
3. Treasurer
2-1.40 BID DOCUMENT COMPLETION AND SUBMITTAL
Delete the 2nd paragraph in Section 2-1.40
6
3 CONTRACT AWARD AND EXECUTION
3-1.04 CONTRACT AWARD
Replace Section 3-1.04 with:
If the City awards the contract, the award will be made to the lowest responsive bid submitted
by a responsible bidder within 60 calendar days.
3-1.04A Bid Protest
Bid protest procedure is defined in the notice to bidders.
3-1.04B Additive/Deductive Contract Award
When the bid form includes additive or deductive alternates, the Engineer will determine the
lowest bid as defined in the Special Provisions. If no method is defined in the Special
Provisions, the lowest bid is determined on the base price without consideration for the prices
of the additive or deductive alternates in compliance with Section 20103.8 of the Public
Contract Code.
The City reserves the right to award or not award the contract including or omitting the
alternates. Determination as to whether or not the alternates are included in the contract will
be made by the City.
All requirements in the contract apply to the work required to complete the alternates.
3-1.05 CONTRACT BONDS
Replace Section 3-1.05 with:
Furnish two good and sufficient bonds to the City of Arroyo Grande, California. Each bond
must be in the amount equal to one hundred percent of the total contract price. One bond is
for payment of claims for labor and materials, and the other bond for faithful performance.
Only bonds from companies that are "Admitted" to do business in California will be
acceptable to the City. Bonding companies must be on the Department of Treasuries
approved list in Circular 570. Bonds must remain in full force during the guaranty period.
Bond forms, penal sums. Within the time period set forth in the Contract Documents and prior
to commencing the Work on the Project, the Contractor shall file with the Agency good and
sufficient labor and material payment bond (Payment Bond) and performance bond
(Performance Bond) in the amount of one hundred percent (100%) of the Contract Sum
covering performance of the Work other than the professional design services portion of the
Work. The Performance Bond and Payment Bond shall be in the form required by the
Contract Documents. The amounts of the Payment Bond and Performance Bond shall be
increased as, when and in the amount of any Change Orders that are executed increasing
the Contract Sum, the Contract shall, upon request by the Agency, provide evidence of such
increases. Should the Payment Bond or Performance Bond or any Surety on such bond
become or be determined by the Agency to be insufficient, it shall be replaced within ten Days
by a bond that fully complies with the requirements of this Paragraph. No further payments to
the Contract for the Work performed shall be made or due until the Contractor has fully
complied with the requirements of this Paragraph.
7
Duration. The Payment Bond shall remain in effect until Acceptance of the Work and payment
of all stop notices and Claims by the Contractor or the Subcontractors, of any Tier, have been
satisfied. The Performance Bond shall remain in effect and assure faithful performance of all
the Contractor’s obligations under the Contract Documents, including, without limitation, all
obligations that survive Final Completion or termination, such as, but not limited to, the
Contractor’s warranty, commissioning and indemnity obligations.
Surety. At the time the Contract is signed and at all times thereafter until Final Payment has
been made by the Agency, the Surety on the Payment Bond shall be an Admitted Surety and
the Surety on the Performance Bond shall be a licensed Surety in good standing with the
California Department of Insurance, and having an A.M. Best's Insurance Rating of not less
than A-: VI.
Premiums. The premiums for all bonds are included in the Contract Sum and shall be paid by
the Contractor.
Obligee. The Payment Bond and Performance Bond shall each name the Agency as obligee.
All bonds purchased by the Subcontractors shall name the Contractor and the Agency as
dual obligees.
No exoneration. Changes, Change Orders, Unilateral Change Orders, Field Orders,
Modifications and adjustments to the Contract Sum or Contract Time shall in no way release
or exonerate the Contractor or its Surety from their obligations, and notice thereof shall be
waived by the Surety. The foregoing provision shall be included in the terms of the Payment
Bond, Performance Bond and any bonds obtained by the Subcontractors.
Communications. The Agency shall have the right to communicate with the Contractor’s
sureties with respect to matters that are related to the Contractor’s performance of its
obligations under the Contract Documents. The Contractor shall be provided with a copy of all
such written communications. Such communications shall not create, or be interpreted as
creating, any contractual relationship between the Agency and the Surety.
No limitation. The requirements of this Paragraph pertaining to the Performance Bond and
the Payment Bond shall be without limitation to any other obligations the Contractor may
have under Applicable Law to provide bonding for the benefit of and to assure payment to the
Subcontractors or Subconsultants performing the Work for the Project.
3-1.05A Encroachment Permit Bond
Encroachment Permits issued by the City are not effective for any purpose until the permittee
files with the City a surety bond, when required by the Engineer, in the form and amount
required by the City's Municipal Code. A surety bond is not ordinarily required of any public
corporation or utility but will be required of any utility that fails to meet any obligation arising
out of the work permitted or done under an Encroachment Permit or fails to maintain its plant,
work, or facilities. The surety bond must remain in force for a period of one (1) year after
acceptance of the work by the City.
3-1.08 SMALL BUSINESS PARTICIPATION REPORT
Delete Section 3-1.08.
8
3-1.11 PAYEE DATA RECORD
Delete Section 3-1.11.
3-1.18 CONTRACT EXECUTION
Replace Section 3-1.18 with:
The successful bidder must sign the contract and deliver to the Engineer:
1. Signed contract
2. Contract bonds
3. Insurance policies
The Engineer must receive these documents before the 10th business day after the bidder
receives the contract.
The bidder’s security may be forfeited for failure to execute the contract and provide the
Engineer with all documents within the time specified
3-1.18A Encroachment Permit
Any encroachment permit application can be denied and once issued can be:
1. Modified
2. Revised
3. Revoked
At any time, without prejudice, to prior rights including those evidenced by:
1. Joint use agreements
2. Franchise rights
3. Reserved rights
4. Any other agreements for operating purposes in the public right-of-way.
5.
If, in the opinion of the Engineer, you have violated any of the conditions of the permit, including
but not limited to:
1. Work hours
2. Traffic control
3. Time of completion
4. Air pollution control
5. Water pollution control
6. Engineering Standardss
7. Engineer’s directive
The permit will be revoked. You are responsible to obtain a new permit including repayment of
fees. You are responsible to reimburse the City for any costs incurred to maintain the work site
until a new permit can be obtained and the work completed. If you violate any condition of any
permit twice within any five-year period you will be prohibited from working within the right-of-
way for a period of two years following the completion of the project during which the second
violation occurred.
No party other than the named permittee or their agents may work under any permit.
9
Excavations must be restored to the applicable Engineering Standard within 4 weeks of
removal of the existing surface improvement or after one week where no work is completed
within excavation, whichever is less.
If any:
1. Street
2. Sidewalk or
3. Driveway
Is not reconstructed within the time limit set forth in this section the City reserves the right to
complete the repair with its own or contract forces and obtain reimbursement from you in
compliance with Section 9-1.23. Temporary paving must comply with Section 77-1.03C.
Unless otherwise stated on the permit or other separate written agreement, all costs incurred
for work within the public right-of-way pursuant to this Encroachment Permit are borne by the
permittee, and permittee hereby waives all claims for indemnification or contribution from the
City for such work.
This permit is not in effect for any purpose until the permittee files with the City a surety bond
when required by the Engineer in the form and amount required by the City's Municipal Code.
The bond must remain in force for a period of one year after acceptance of the work by the
City.
This permit is issued with the understanding that any particular action is not to be considered
as establishing any precedent:
1. On the question of the expediency of permitting any certain kind of encroachment to
be erected within the public right-of-way; or
2. As to any utility of the acceptability of any such permits as to any other or future
situation.
Permittee understands and agrees that whenever permitted facilities conflicts with future City:
1. Improvements
2. Projects
3. New construction
4. Reconstruction
5. Maintenance
In the public right-of-way, the facilities must be:
1. Relocated
2. Removed
3. Modified
4. Adjusted
5. As directed by the City
At permittee’s sole expense.
10
4 SCOPE OF WORK
4-1.02 INTENT
Add to Section 4-1.02.
You are responsible to obtain a copy of the plans and current applicable standards and
specifications and keep them at the job site for reference.
You must maintain on the job site information on the manufacturer’s recommendation for
installation or application when that information exists.
4-1.05 CHANGES AND EXTRA WORK
4-1.05A General
Add to Section 4-1.05A.
In instances where you and the City dispute that certain work is:
1. Extra work or
2. A change in the character of the work
You are responsible to obtain, from the Engineer, for the disputed work daily agreement on:
1. Labor
2. Materials
3. Equipment
Both parties daily must sign the agreements. Maintain and submit these records in compliance
with:
1. Section 5-1.27E
2. Section 5-1.43
Daily agreement by the Engineer for disputed work items does not constitute agreement to pay
for disputed work.
4-1.05A(1) Cost Request Bulletin (CRB)
The Engineer may during the course of the work, issue Cost Request Bulletin (CRB) describing
work that may increase or delete work from the contract. Respond to the CRB in a thorough
and timely manner identifying separately and fully all costs of the proposed addition or deleted
work as described in the CRB and how the work change impacts critical path and contract
completion date. Failure to respond within two weeks to CRB will not constitute justification for
a time extension to the project. Failure to adequately describe the full cost associated with the
CRB will not be justification for additional compensation at a later date.
4-1.07 VALUE ENGINEERING
Add to Section 4-1.07.
This Section is applicable only as directed in the Special Provisions.
4-1.13 CLEANUP
Add to Section 4-1.13.
4-1.13A Work Site Maintenance
You agree, by acceptance of a contract or issuance of permit, to properly maintain the work
site in a:
11
1. Safe
2. Clean
3. Neat
Condition at all times.
Prior to the end of each workday you must remove all equipment and construction materials
from the public right-of-way. The public right-off-way must be clean of any construction
materials including but not limited to:
1. Concrete
2. Oils
3. Asphalt
4. Sand
5. Aggregate
6. Base
At the direction of the Engineer, use a self-loading motor street sweeper with spray nozzles to
clean the right-of-way. Do not use street sweepers or blowers that use high velocity air to
disperse or blow contaminants out of project area. Clean project area and surrounding
perimeter including any other area impacted by this work.
Any traffic stripes or pavement markings that are removed or obliterated during work must be
replaced with temporary tape, markers, or paint prior to opening the area to traffic. This
maintenance and repair responsibility will run for the life of the encroachment and guarantee
period. Replace with permanent striping and pavement markings in compliance with Section
84-1.03E.
4-1.13B Stockpiles
Keep stockpile materials in the street to a minimum and remove by the end of each work day.
Sweeping is required to remove stockpile residue either by hand, or at the direction of the
Engineer, by mechanical street sweeper.
Provisions must be made for controlling dust, arising for whatever reason, from stockpile
materials. You are responsible for maintaining all stockpile areas in a neat and dust-free
condition, with adequate stormwater controls.
12
5 CONTROL OF WORK
5-1.01 GENERAL
Replace the 9th paragraph in Section 5-1.01 with:
Whenever you change the normal agreed-to hours of work you must provide 24-hour notice
to the Engineer. The Engineer may or may not approve such a change. If the change is not
approved or work is allowed but no inspection will be available any work you perform outside
the normal hours of work and in the absence of the Engineer will be subject to rejection.
Normal hours of work fall between 7:00 A.M. and 5:00 P.M. Monday through Friday excluding
City holidays. Obtain approval from the Engineer and Community Development Director for any
work between the hours of 5 P.M. and 7 A.M.
Add to Section 5-1.01.
Adjustments to working hours may be imposed due to public traffic impacts in compliance
with section 7-1.03B.
5-1.02 CONTRACT COMPONENTS
Replace Section 5-1.02 with:
A component in one contract part applies as if appearing in each. The parts are
complementary and describe and provide for complete work. These Standard Specifications
work in conjunction with:
1. Project plans
2. Engineering Standards
3. Standard plans
4. Manufacturer’s recommendations
Where materials and methods are specified, details in plans and standards are to be consulted
to provide full information needed to complete installations.
If a discrepancy exists, the governing ranking of contract parts in descending order is:
1. Project Special Provisions
2. Project plans
3. City Engineering Standards
4. City Standard Specifications
5. State Standard Specifications
6. State standard plans
Where manufacturer's recommendations for installation are more stringent than those
prescribed in the Standard Specifications or the Special Provisions, the manufacturer's
recommendations will take precedence. This condition may be waived at the discretion of the
Engineer.
Working drawings must be submitted in compliance with the provisions in Section 5-1.23.
5-1.02A Private Construction Projects Coordination and Interpretation of Plans
When private construction:
13
1. Project plans, or
2. Project Special Provisions
Conflict with:
1. City Engineering Standards, or
2. City Standard Specifications
In these cases:
1. City Engineering Standards
2. City Standard Specifications
Govern unless an approved exception is noted on the cover sheet of the approved plans or
listed on the encroachment permit.
5-1.02B Encroachment Permit Plans
For installation of all:
1. Underground facilities
2. All surface work
3. Other activity of consequence
The permittee must furnish three (3) sets of plans showing:
1. Location
2. Construction
3. Other activity
For underground mainline facilities work, the permittee must submit a complete set of “record
drawings”, prepared by a registered civil engineer, for review and approval prior to placing
facility into operation and signing of the final inspection Building or Encroachment Permit.
Any change to the approved plan must be reviewed and approved by the design engineer
and the Engineer and the change will not be authorized without the written concurrence of the
owner for which the facility is being constructed.
Place facility line markers or notification markers flush with the finished surface. Do not
create a pedestrian trip or slip hazard. Markers are the responsibility of the owner of the
facility to maintain.
New facilities must maintain a clearance of five feet to existing City facilities unless otherwise
authorized in writing by the Engineer. Failure to comply with this condition will result in a
revocation of the encroachment permit at the time it is discovered by the Engineer. You are
responsible to remove or relocate the facility at no cost to the City.
5-1.02C Inspection for Encroachment into Public Right-of-Way
Before starting work notify the Engineer two working days prior to initial start of work. When
work has been interrupted for more than five working days, provide the Engineer with one
working day notification before restarting work. Unless otherwise specified, all work requiring
inspection must be performed on weekdays, excluding holidays, during the normal working
hours in compliance with Section 5-1.01.
Work is subject to:
1. Monitoring
2. Inspection
3. Approval
14
By the Engineer. The Engineer must receive all inspection requests at least one working day
prior to the need for inspection. You must request a final inspection and acceptance of the
work. The Engineer reserves the right to require work completed without inspection to be
removed and reconstructed with inspection.
5-1.02D Sequencing
Work within any block must be finished and the right-of-way completely restored (including
finished pavement) prior to commencing work at any other permitted location or along any
other portion of a permitted route. The Engineer may grant exceptions for permitted activities
with low impacts to traffic (e.g. directional bore).
5-1.09 PARTNERING
Delete Section 5-1.09.
5-1.13 SUBCONTRACTING
5-1.13A General
Replace 5th paragraph in Section 5-1.13A with:
Perform work equaling at least 50 percent of the value of the original total bid with your:
1. Employees
2. Equipment
3. Rental equipment with operator
4. Rental equipment without operators
Excluding items designated with an “S” on the Bid Item List. “S” indicates specialty items of
work. The value of specialty items of work is not included in the calculation.
5-1.17 CHARACTER OF WORKERS
Add to Section 5-1.17.
If in the opinion of the Engineer, you or an employee fail to comply with contract provisions after
receiving either written or oral direction, at the discretion of the Engineer, that person must not
again be employed on the work or project.
5-1.20 COORDINATION WITH OTHER ENTITIES
5-1.20B Permits. Licenses, Agreements, and Certifications
5-1.20B(4) Contractor–Property Owner Agreement
Add to Section 5-1.20B(4).
Review the City of Arroyo Grande's Construction Code and Municipal Code dealing with the
stockpiling of materials in the City. Dispose of all materials in a legal manner.
Prior to use, furnish the Engineer evidence that properties have required:
1. Permits
2. Licenses
3. Clearances
To be a construction yard and a temporary storage site for stockpiling.
5-1.20B(5) Comply with Local, State and Federal Regulations
Add to Section 5-1.20B.
15
You are responsible to comply with:
1. Local
2. State
3. Federal
Regulations regarding:
1. Air pollution
2. Water pollution
3. Proper disposal of materials
In compliance with the Standard Specifications.
Should you fail to meet the requirements of a permit or regulation as it pertains to work for the
City, and the City has notice of an impending fine or mitigation measure against the City, the City
will withhold payment or portions of payment in compliance with Section 9-1.16E in an amount
sufficient to satisfy any fine or mitigation measure that may be imposed on the City in addition to
any other retention held.
Encroachment permittee’s are required to obtain all necessary permits and clearances including
authorizations required from:
1. Public Utilities Commission
2. Railroad company
3. OSHA
4. Other public agency
5. Regulatory authority
Having jurisdiction. Failure to comply is cause to revoke encroachment permit.
5-1.20C Railroad Relations
Replace Section 5-1.20C with:
If the Contract includes an agreement with a railroad company, the City makes the provisions
of the agreement available in the Information Handout in the document titled "Railroad
Relations and Insurance Requirements." Comply with the requirements in the document.
5-1.20G City Authorizations and Permits
Add to Section 5-1.20.
A Five Cities Fire Authority permit is required prior to crossing any liquid petroleum or high
pressure gas main. If a prior encroachment conflicts with the proposed work, you must arrange
for any necessary removal or relocation with the prior permittee. Any such removal or relocation
will be at no expense to the City.
Before using explosives in work, you must receive authorization from the Engineer and obtain a
permit for use from the Five Cities Fire Authority. You may also be required to increase the
amount of insurance coverage if, in the opinion of the Engineer, your insurance does not include
sufficient coverage for use of explosives.
5-1.23 SUBMITTALS
Replace Section 5-1.23 with:
16
5-1.23A General
Submittals are required for:
1. Materials and equipment not specified by standards, or a trade name and number
2. For working drawings.
Submittals are also required when specified in the contract documents. Where products are
clearly identified by standards or trade names and no substitution is proposed, no submittal is
required.
Submit adequate descriptive information, from which the Engineer can determine if the
proposed:
1. Materials
2. Equipment
3. Working drawings
Are in compliance to the design concept and in compliance with the contract documents.
Submittal must consist of:
1. Drawings
2. Specifications
3. Calculations
4. Descriptive data
5. Certificates
6. Samples
7. MSDS sheets
8. Test results
9. Information required in the specifications.
Submittal will be reviewed for general compliance with the design concept and general
compliance with the information given in the contract documents. Submittals will not be review
for:
1. Quantities
2. Dimensions
3. Coordination with the work of other trades
4. Construction safety precautions
All of which are your sole responsibility. Review of a specific item does not indicate acceptance
of an assembly of which the item is a component. The Engineer and contract designer are not
required to review and will not be responsible for any deviations from the contract documents
not clearly noted. Partial submittals and partial grouped submittals will not be reviewed.
5-1.23B Coordination
You must furnish submittals to the Engineer. You must:
1. Coordinate
2. Compile
3. Submit
All required submittals from suppliers and subcontractors to the Engineer. All
communications between you and a contract designer must be written and submitted to the
Engineer to furnish to contract designer.
5-1.23C Organization
Submittals must be accompanied with a transmittal. Transmittal must include:
1. Submittal number
17
2. Brief description of the submittal
3. Submittal log
The submittal number is a unique number in the following formant:
XXXXX-YY-ZZ
X is equal the project’s specification number. Project specification number can be found in the
project’s Special Provisions.
Y is equal to the submittal item number. The submittal item number is a unique number and
sequentially assigned for each specific:
1. Item
2. Class of material
3. Equipment
4. Items specified in separate Sections
Z is equal to the number of times the submittal item has been furnished to the Engineer for
review. Start at 01 for the initial review and increment 1 integer larger for each subsequent
resubmittal.
A submittal log must accompany each submittal showing all know past and future submittals
and current status.
5-1.23D Deviation from Contract
If you propose to provide any:
1. Material
2. Equipment
3. Working drawings
Which deviates from the contract requirements, indicate this on the transmittal form
accompanying the submittal. In the transmittal provide a brief description of submittal and why
the deviation is requested and compare the:
1. Material
2. Coatings
3. Mechanical functions
4. Energy efficiency
5. Warranty
Differences between the material specified and the material submitted.
5-1.23E Submittal Completeness
Submittals that do not contain all the information required to allow the Engineer to make a
determination as to the submittals acceptability and compliance with the project documents, will
be returned without a complete review. A resubmittal must be made.
5-1.23F Submittal Package
Group submittal to expedite the review process and to reduce the likelihood of conflicts among
submittals. Submittals for various items must be made as a single submittal when the items
taken together constitute a manufacturer's package or are so functionally related that
expediency indicates checking or review of the group or package as a whole. Conversely,
various items that are not functionally related must be submitted separately. Submittal packages
that are not appropriately grouped will be returned without review. Provide one complete
18
portable document format (PDF) file of each submittal to the Engineer. If you are unable to
provide electronic documents, provide two complete copies of each submittal to the Engineer.
The Engineer will retain two copies of the submittal and return one package to you within three
weeks. Submittals that require review by:
1. Agency
2. Community Development Department
3. Utility
4. Consultant designer
Will require one additional copy of the submittal as well as three additional weeks of review time.
5-1.23G Returned Submittals
Returned submittals will indicate one of the following actions.
1. No Exceptions Taken – The review indicates that the material, equipment, or work
method is in compliance with the design concept and complies with the contract
documents. You may begin to the work method or incorporate the material or
equipment covered by the submittal.
2. Make Corrections Noted – The review indicates limited corrections are required to the
submittal in order for the material, equipment, or work method to be in compliance with
the design concept and to comply with the contract documents. You may begin imple-
menting the work method or incorporating the material and equipment covered by the
submittal in compliance with the noted corrections. Where submittal information will be
incorporated in Operation and Maintenance data, a corrected copy must be provided.
3. Revise and Resubmit – The review indicates that the submittal is insufficient or
contains incorrect data. Except at your own risk, you may not undertake work covered
by this submittal until it has been revised, resubmitted and returned marked either "No
exceptions taken" or "Make corrections noted."
4. Rejected – The review indicates that the material, equipment, or work method is not in
compliance with the design concept and not in compliance with the contract
documents. Except at your own risk, you may not undertake the work covered by
such submittals until a new submittal is made and returned marked either "No
exceptions taken" or "Make corrections noted."
5. Information Only –The review indicates that the submittal contains contract required
information.
5-1.23H Responsibility
Review of working drawings or submittals does not relieve you of responsibility for errors and
does not indicate an assumption of risks or liability by the:
1. City, or by any officer or employee of or
2. By any engineering firm conducting the review on behalf of the City and
You have no claim under the contract on account of the failure, or partial failure, of the
method of:
1. Work
2. Material or
3. Equipment
Reviewed. A mark of "No exceptions taken" or "Make corrections noted" means that the City
has no objection to you using the:
1. Plan
2. Method of work proposed or
3. Providing the materials or
19
4. Equipment proposed.
5-1.23I Charges for Third Party Submittal Review
The Engineer will allow up to two reviews of each submittal. If you are required to make a
third submittal for any item, then the costs of the third review will be at your expense. The
cost of the review will be deducted from payments due. The cost of the review by contract
professional services will be on a time and materials basis at standard company billing rates.
Billing for this expense will be in compliance with Section 9-1.23.
5-1.26 CONSTRUCTION SURVEYS
Replace Section 5-1.26 with:
5-1.26A General
You must provide the necessary horizontal and vertical survey control for the completion of
the work. A Licensed Land Surveyor or a Registered Civil Engineer must perform survey
work.
Control must be provided for site grading, significant layout, or as directed by the Engineer.
Control must be provided in the same system of units as shown. You must provide surface
grade control every 50 feet and at grade breaks and begin and end of curves. You must l
mark the control points in the field and provide a printed sheet with the point information, site
layout, and control point layout to the Engineer.
If you are working within 24 inches of a survey monument or bench mark you must employ a
Licensed Land Surveyor or a Registered Civil Engineer to tie-out the monument or bench
mark. Should any existing survey monument be disturbed or destroyed during construction, it
must be reset at the previous location. Should any existing bench mark be disturbed or
destroyed during construction, a new one must be set at a nearby, but different, location than
the existing, as determined by the Engineer. Monuments and bench marks must be set by a
Licensed Land Surveyor or a Registered Civil Engineer properly licensed to complete survey
work. The City reserves the right to review the Land Surveyor or Engineer's license to
determine its validity. For monuments, a Corner Record must be filed with the County and a
copy delivered to the Engineer. For bench marks, documentation of the bench mark and how
it was reset must be delivered to the Engineer prior the project acceptance or sign off of the
Encroachment Permit. Damaged or disturbed property corners must be replaced by a Land
Surveyor at your expense.
5-1.26B Payment
Full compensation for work specified in Section 5-1.26 and applicable Engineering Standards
is included in the payment for other bid items unless a bid item of work is shown on the Bid
Item List.
5-1.27 RECORDS
5-1.27E Change Order Bills
Replace Section 5-1.27E with:
You must deliver all Change Order Bills and support documents in writing to the Engineer.
The Engineer will not accept a Change Order Bill unless prior approval for the work has been
20
given. A change order is approved when both you and the Engineer have approved it in
writing.
5-1.36 PROPERTY AND FACILITIES PRESERVATION
5-1.36A General
Add to Section 5-1.36A.
12. Infrastructure
13. Street surfacing
14. Traffic stripes
15. Pavement markings and markers
16. Survey monuments
17. Bench marks
18. Utilities
19. Trees
20. Traffic signal equipment
21. Other public fixtures
Restore facilities in kind.
Monuments and benchmarks must comply with Section 5-1.26.
Where trees or tree roots are present in the work area, tree protection must comply with
Section 77-1.03A(2)(g).
The Engineer reserves the right to require you to video inspect any service line or mainline
suspected of damage by your operation. If the Engineer requires a video inspection on a
sewer lateral, you must install a sewer clean out on the lateral in compliance with Engineering
Standards. Provide written notification to the property owner, with a copy to the Engineer,
prior to any:
1. Modification
2. Repair
3. Replacement
Of the lateral.
Damage to property and facilities must be reported immediately to the Engineer.
Prior to beginning work determine the location of any underground facilities. Contact
Underground Service Alert (USA) at 1-800-642-2444 and request all utility lines to be
marked. Contacting USA using 811 does not work in the City of Arroyo Grande.
5-1.36A(1) Trenchless Operations
When any trenchless method is used to install or repair a utility, all pressurized utility lines and
sewer laterals that will be crossed must be pot-holed. Other State or Federal requirements may
apply. When completing work by a directional bore, you must field locate and verify the:
1. Condition
2. Type of material
3. Depth of all service lines and mainlines to be crossed
21
If the bore will provide at least 3 feet of clearance from sewer laterals, the Engineer may
waive field locating of sewer laterals.
5-1.38 MAINTENANCE AND PROTECTION RELIEF
Add to Section 5-1.38.
However, nothing in this Section 5-1.38 providing for relief from maintenance and
responsibility will be construed as relieving you of full responsibility for correcting any
defective work or materials found at any time.
5-1.39 DAMAGE REPAIR AND RESTORATION
5-1.39A General
Add to Section 5-1.39A.
You must immediatly repair or install an approved alternate to any facility missing, damaged or
non-operational as a result of your work, prior to continuing with the other contract work. If the
repairs are not made as required, you agree to the cost of those repairs made by others at the
City’s direction in compliance with Section 9-1.23.
5-1.43 POTENTIAL CLAIMS AND DISPUTE RESOLUTION
5-1.43E Alternative Dispute Resolution
Delete Section 5-1.43E.
22
6 CONTROL OF MATERIALS
6-1 GENERIAL
6-1.04 BUY AMERICA
Add to Section 6-1.04.
This Section is applicable only as directed in the Special Provisions.
6-1.05 SPECIFIC BRAND OR TRADE NAME AND SUBSTITUTION
Replace Section 6-1.05 with:
Whenever the specifications permit the substitution of a similar or equivalent material or
article, no tests or action relating to the approval of the substitute material will be made until
you request for substitution is made in writing accompanied by complete data as to the
equality of the material or article proposed. The request must be made a minimum of ten
working days prior to the bid opening date identified in the Notice to Bidders.
Substitutions requested after bid opening must be made in ample time to permit approval
without delaying the work. Requests for substitutions must comply with Section 5-1.23.
Any substitutions that are approved must be furnished without additional cost to the City. If
any changes are required for the proper installation and fit of alternative materials or
equipment, or because of deviations from the contract plans and specifications, such
changes must not be made without the consent of the Engineer and must be made without
additional cost to the City.
23
7 LEGAL RELATIONS AND RESPONSIBILITY TO THE PUBLIC
7-1 GENERAL
7-1.02 LAWS
7-1.02K Labor Code
7-1.02K(1) General
Add to Section 7-1.02K(1).
The project is subject to compliance monitoring and enforcement by the California
Department of Industrial Relations.
7-1.02K(3) Certified Payroll Records (Labor Code 1776)
Replace 5th paragraph in Section 7-1.02K(3) with:
You may submit certified payroll records electronically to the Engineer. Engineer’s email
address is provided at the Project’s Pre-Construction Meeting.
7-1.03 PUBLIC CONVENIENCE
Add to Section 7-1.03.
Public traffic includes all:
1. Motorized vehicles
2. Bicycles
3. Pedestrian traffic
4. Personal mobility devices
Areas modified by you for use by pedestrians must provide adequate accessibility to meet
Americans with Disabilities Act (ADA) requirements. Where walkways are damaged, alternate
walkways must be placed around the work site or other materials may be used to allow use of
the area. Where plywood is used it must be a minimum of ¾ inch in thickness and beveled at
the ends to prevent tripping, fastened down to prevent shifting and supported underneath as
needed to prevent bowing. The Engineer may require cold mix to be placed to transition
walkway to plywood.
Sidewalks must not be blocked. Where excavations in pedestrian walkways are minor and do
not restrict pedestrian walking area or create a hazard to the pedestrian, structurally sound
walkways with safety railings must be provided over or around the excavated area. All
walkway areas must comply with the Americans with Disabilities Act. In the Village Downtown
Core or other high pedestrian traffic areas, temporary walkways must be a minimum of five feet
in width.
Where sidewalk and bike path facilities exist, a minimum width of four feet must be maintained
at all times and must provide for a safe passage through the work area. At no time will
pedestrians be diverted into a portion of the street used concurrently for motorized traffic. At
locations where adjacent alternate walkways are not practical, the Engineer may approve
sidewalk closures. Appropriate signs and barricades must be installed at the limits of
24
construction and in advance of the closure at the nearest crosswalk or intersection to divert
pedestrians across the street.
Provisions must be made to accommodate existing transit routes and stops. You must notify the
Engineer at least 72 hours in advance of any work that will require rerouting or delay of a transit
line or school bus. You must post any transit stop affected by the rerouting at least 48 hours in
advance at the affected transit stop identifying the affected routes, days, and times.
Furnish the Engineer and utility companies with the
1. Names
2. Addresses
3. Telephone numbers
Of two individuals in Arroyo Grande, before starting work that can be reached in case of
emergency, 24 hours a day, throughout the duration of the job. These emergency contacts
must be able to provide on-site response within one hour.
Do not close streets to traffic without written permission from the Engineer. However, in the
absence of the Engineer, if the necessity for closing a street is absolute to prevent immediate
danger to the public, you must immediately notify the:
1. Engineer
2. Police Department
3. Fire Department
Provide access to and from all property adjacent to the work area where normal access existed
prior to your work. All:
1. Traffic lanes
2. Driveways
3. Sidewalks
4. Street crossings
Must be usable at the end of the work day.
7-1.03A Public Notification
Supply and deliver notices of the work to all properties adjacent to and within 100 feet of the
work area. The notice must include:
1. A briefly describe the work
2. Date the work will start
3. Date the work will end
4. Potential impacts on the adjacent property
5. Company representative’s name
6. Company representative’s phone number where they can be reached or a message
can be left
Company representative must respond to all phone calls received within 18 hours of receipt
with the requested information. Provide notices at least 48 hours in advance of the work. The
dates in the notice must represent only those dates when work is anticipated at the specific
address. The project duration must not be used as a substitute for actual site dates. Hangers
without proper dates must be reissued to adjacent property owners at your expense. The
Engineer must review and approve notice wording prior to distribution. Do not place notices
25
inside mailboxes. Notices must be hand delivered or made up as a door hanger. This notice
is in addition to notice required for water service interruptions.
7-1.03A(1) Street Maintenance
Street maintenance activities, including:
1. Overlays
2. Reconstruction
3. Slurry seal
4. Micro-surfacing
5. Other surfacing or seal coats
Require you notify all residents and businesses within 300 feet or one block (whichever is a
greater distance) of the work areas between three and five days in advance of the work. This
notification must be in the form of a door hanger that is to be hand-delivered or placed on the
front door of each business or residence. A sample door hanger is included in the appendix of
the Engineering Standards.
7-1.03A(2) Street Closure
Where street closures are allowed either under the conditions of the Special Provisions or by
separate authority of the Engineer, comply with the following conditions.
By noon Monday, submit a written schedule of planned closures for the following week
period, defined as Friday noon through the following Friday noon.
The street closure schedule must show the:
1. Locations
2. Dates
3. Times
Of the proposed street closures. Street closure schedules submitted to the Engineer with
any:
1. Incomplete
2. Unintelligible
3. Inaccurate information
Will be returned for correction and resubmittal. The Engineer will review and approve or
return for corrections the street closure schedule. You may be required to coordinate with
other parties as a condition of approval of the street closure schedule.
Provide notification to:
1. Police dispatch
2. Bus services
3. Garbage company
4. Affected properties as described above
Of the street closure.
Immediately notify the Engineer if a scheduled street closure will not take place. Amendments
to the street closure schedule, including adding additional closures, must be submitted to the
Engineer for review and approval, and must be done in writing at least three working days in
advance of a planned street closure. Approval of amendments to the street closure schedule
will be at the discretion of the Engineer. Approved closures that are cancelled due to
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unsuitable weather may be rescheduled at the discretion of the Engineer for the following
working day.
Public traffic may only be restricted during those times when work is actually underway.
7-1.03A(3) No Parking
Place "No Parking" signs at least 24 hours before beginning of work. In areas where vehicles
may be in the way of construction, place and request Police Department verify “No Parking”
signs at least 30 hours prior to the beginning of work to allow for the legal time required for
notification prior to removing a vehicle.
Do not place “No Parking“ signs more than five days in advance of the anticipated work
without prior approval from the Engineer.
If no work is performed for five consecutive days, remove the “No Parking” signs and
reposted as stated above prior to the start of work.
“No Parking” signs must specify the following:
No Parking
Construction Zone
Tow Away
Per Municipal Code 10.16.055 and CVC 22651(m)
Towed Vehicles Contact AGPD 473-5110
Date: XXXXX to XXXXXX
Time: XXXXX to XXXXXX
Contractor:
Contractor Office Number:
7-1.03B Traffic Control Plan
Submit to the Engineer a traffic control plan for review and approval by the Engineer prior to
any construction activities starting and prior to issuance of an encroachment permit. Submit
separate traffic control plans for each phase of the work requiring a change in traffic control.
Allow a minimum of five working days for review of the submitted traffic control plan and five
working days for review of any resubmitted plans. Do not begin work until the Engineer
approves the traffic control plan.
Limited work hours may be imposed at any time. If the work impacts traffic flow on any:
1. Major route
2. In the vicinity of schools
3. The Village Core Downtown
Expect that the Engineer will impose work hour restrictions.
Do not restrict the public right-of-way roadway without an approved traffic control plan. The
Engineer must review the implemented traffic control for compliance with the approved traffic
control plan, prior to the start of any work.
Provide adequate width to allow a bike lane adjacent to the travel lane or provide clear
posting that the bicycle lane is closed.
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Do not place traffic control devices or construction equipment in bike lanes or in sidewalk
such that they are blocked, as determined by the Engineer, when these facilities are open for
use.
7-1.04 PUBLIC SAFETY
Replace 15th paragraph of Section 7-1.04 with:
Notify the Engineer not less than five days and not more than 40 days before the anticipated
start of an activity that will change the vertical or horizontal clearance available to traffic,
including shoulders.
7-1.06 INSURANCE
Replace Section 7-1.06 with:
7-1.06A GENERAL
You must obtain and maintain for the duration of the Contract insurance against claims for
injuries to persons or damages to property that may arise from or in connection with the
performance of the work by you, your agents, representatives, employees or subcontractors.
Contractor shall indemnify, defend with legal counsel approved by City, and hold harmless
City, its officers, officials, employees and volunteers from and against all liability, loss,
damage, expense, cost (including without limitation reasonable legal counsel fees, expert
fees and all other costs and fees of litigation) of every nature arising out of or in connection
with Contractor's negligence, recklessness or willful misconduct in the performance of work
hereunder or its failure to comply with any of its obligations contained in this agreement,
except such loss or damage which is caused by the sole or active negligence or willful
misconduct of the City. Should conflict of interest principles preclude a single legal counsel
from representing both City and Contractor, or should City otherwise find Contractor’s legal
counsel unacceptable, then Contractor shall reimburse the City its costs of defense, including
without limitation reasonable legal counsels fees, expert fees and all other costs and fees of
litigation. The Contractor shall promptly pay any final judgment rendered against the City (and
its officers, officials, employees and volunteers) with respect to claims determined by a trier of
fact to have been the result of the Contractor’s negligent, reckless or wrongful performance. It
is expressly understood and agreed that the foregoing provisions are intended to be as broad
and inclusive as is permitted by the law of the State of California and will survive termination
of this Agreement.
Contractor obligations under this section apply regardless of whether or not such claim,
charge, damage, demand, action, proceeding, loss, stop notice, cost, expense, judgment,
civil fine or penalty, or liability was caused in part or contributed to by an Indemnitee.
However, without affecting the rights of City under any provision of this agreement, Contractor
shall not be required to indemnify and hold harmless City for liability attributable to the active
negligence of City, provided such active negligence is determined by agreement between the
parties or by the findings of a court of competent jurisdiction. In instances where City is
shown to have been actively negligent and where City active negligence accounts for only a
percentage of the liability involved, the obligation of Contractor will be for that entire portion or
percentage of liability not attributable to the active negligence of City.
7-1.06B CITY CONTRACT
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Without limiting Contractor’s indemnification of City, and prior to commencement of Work,
Contractor shall obtain, provide and maintain at its own expense during the term of this
Agreement, policies of insurance of the type and amounts described below and in a form
satisfactory to City.
MINIMUM SCOPE OF INSURANCE
Coverage must be at least as broad as:
1. Insurance Services Office Commercial General Liability coverage ("Occurrence,” Form
CG-0001).
2. Insurance Services Office Commercial General Liability Endorsement Form (ISO CG
20 10 85 OR CG 20 10 (ongoing operations) & CG 2037 (completed operations).
3. Insurance Services Office Form Number CA-0001 (ED. 1/78), covering Automobile
Liability, Code 1, "Any Auto,” and endorsement CA-0025.
4. Workers' Compensation Insurance as required by the State of California and
Employer's Liability Insurance;
5. Course of Construction insurance covering for all risks of loss.
MINIMUM LIMITS OF INSURANCE
Minimum limits of insurance must be no less than:
1. General Liability: Contractor shall maintain commercial general liability insurance with
coverage at least as broad as Insurance Services Office form CG 00 01, in an amount
not less than $1,000,000 per occurrence, $2,000,000 general aggregate, for bodily
injury, personal injury, and property damage, and a $2,000,000 completed operations
aggregate. The policy must include contractual liability that has not been amended.
Any endorsement restricting standard ISO “insured contract” language will not be
accepted.
2. Automobile Liability: Contractor shall maintain automobile insurance at least as broad
as Insurance Services Office form CA 00 01 covering bodily injury and property
damage for all activities of the Contractor arising out of or in connection with Work to
be performed under this Agreement, including coverage for any owned, hired, non-
owned or rented vehicles, in an amount not less than $1,000,000 combined single limit
for each accident.
3. Umbrella or excess liability insurance: Contractor shall obtain and maintain an
umbrella or excess liability insurance policy that will provide bodily injury, personal
injury and property damage liability coverage at least as broad as the primary
coverages set forth above, including commercial general liability and employer’s
liability. Such policy or policies shall include the following terms and conditions:
x A drop down feature requiring the policy to respond in the event that any
primary insurance that would otherwise have applied proves to be uncollectable
in whole or in part for any reason;
x Pay on behalf of wording as opposed to reimbursement;
x Concurrency of effective dates with primary policies; and
x Policies shall “follow form” to the underlying primary policies.
x Insureds under primary policies shall also be insureds under the umbrella or
excess policies.As required by the State of California;
4. Workers’ compensation insurance. Contractor shall maintain Workers’ Compensation
Insurance (Statutory Limits) and Employer’s Liability Insurance (with limits of at least
$1,000,000) for Contractor ’s employees in accordance with the laws of the State of
California, Section 3700 of the Labor Code In addition, Contractor shall require each
29
subcontractor to similarly maintain Workers’ Compensation Insurance and Employer’s
Liability Insurance in accordance with the laws of the State of California, Section 3700
for all of the subcontractor’s employees.
Contractor shall submit to City, along with the certificate of insurance, a Waiver of
Subrogation endorsement in favor of City, its officers, agents, employees and
volunteers.
If required by projects Special Provisions provide:
1. Builder’s risk insurance. Upon commencement of construction and with approval of
City, Contractor shall obtain and maintain builder’s risk insurance for the entire
duration of the Project until only the City has an insurable interest. The Builder’s Risk
coverage shall include the coverages as specified below.
The named insureds shall be Contractor and City, including its officers, officials,
employees, and agents. All Subcontractors (excluding those solely responsible for
design Work) of any tier and suppliers shall be included as additional insureds as their
interests may appear. Contractor shall not be required to maintain property insurance
for any portion of the Project following transfer of control thereof to City. The policy
shall contain a provision that all proceeds from the builder’s risk policy shall be made
payable to the City. The City will act as a fiduciary for all other interests in the Project.
Policy shall be provided for replacement value on an "all risk" basis for the completed
value of the project. There shall be no coinsurance penalty or provisional limit provision
in any such policy. Policy must include: (1) coverage for any ensuing loss from faulty
workmanship, Nonconforming Work, omission or deficiency in design or specifications;
(2) coverage against machinery accidents and operational testing; (3) coverage for
removal of debris, and insuring the buildings, structures, machinery, equipment,
materials, facilities, fixtures and all other properties constituting a part of the Project;
(4) Ordinance or law coverage for contingent rebuilding, demolition, and increased
costs of construction; (5) transit coverage (unless insured by the supplier or receiving
contractor), with sub-limits sufficient to insure the full replacement value of any key
equipment item; (6) Ocean marine cargo coverage insuring any Project materials or
supplies, if applicable; (7) coverage with sub-limits sufficient to insure the full
replacement value of any property or equipment stored either on or off the Site or any
staging area. Such insurance shall be on a form acceptable to City to ensure
adequacy of terms and sublimits and shall be submitted to the City prior to
commencement of construction.
OTHER INSURANCE PROVISIONS
Proof of insurance. Contractor shall provide certificates of insurance to City as evidence of
the insurance coverage required herein, along with a waiver of subrogation endorsement for
workers’ compensation. Insurance certificates and endorsements must be approved by City’s
risk manager prior to commencement of performance. Current certification of insurance shall
be kept on file with City at all times during the term of this contract. City reserves the right to
require complete, certified copies of all required insurance policies, at any time.
Duration of coverage. Contractor shall procure and maintain for the duration of the contract
insurance against claims for injuries to persons or damages to property, which may arise from
30
or in connection with the performance of the Work hereunder by Contractor, his agents,
representatives, employees or subcontractors. Contractor must maintain general liability and
umbrella or excess liability insurance for as long as there is a statutory exposure to
completed operations claims. City and its officers, officials, employees, and agents shall
continue as additional insureds under such policies.
Primary/noncontributing.Coverage provided by Contractor shall be primary and any
insurance or self-insurance procured or maintained by City shall not be required to contribute
with it. The limits of insurance required herein may be satisfied by a combination of primary
and umbrella or excess insurance. Any umbrella or excess insurance shall contain or be
endorsed to contain a provision that such coverage shall also apply on a primary and non-
contributory basis for the benefit of City before the City’s own insurance or self-insurance
shall be called upon to protect it as a named insured.
City’s rights of enforcement. In the event any policy of insurance required under this
Agreement does not comply with these requirements or is canceled and not replaced, City
has the right but not the duty to obtain the insurance it deems necessary and any premium
paid by City will be promptly reimbursed by Contractor or City will withhold amounts sufficient
to pay premium from Contractor payments. In the alternative, City may cancel this
Agreement.
Acceptable insurers. All insurance policies shall be issued by an insurance company currently
authorized by the Insurance Commissioner to transact business of insurance or is on the List
of Approved Surplus Line Insurers in the State of California, with an assigned policyholders’
Rating of A- (or higher) and Financial Size Category Class VII (or larger) in accordance with
the latest edition of Best’s Key Rating Guide, unless otherwise approved by the City’s Risk
Manager.
Waiver of subrogation. All insurance coverage maintained or procured pursuant to this
agreement shall be endorsed to waive subrogation against City, its elected or appointed
officers, agents, officials, employees and volunteers or shall specifically allow Contractor or
others providing insurance evidence in compliance with these specifications to waive their
right of recovery prior to a loss. Contractor hereby waives its own right of recovery against
City, and shall require similar written express waivers and insurance clauses from each of its
subconsultants.
Enforcement of contract provisions (non estoppel). Contractor acknowledges and agrees that
any actual or alleged failure on the part of the City to inform Contractor of non-compliance
with any requirement imposes no additional obligations on the City nor does it waive any
rights hereunder.
Requirements not limiting. Requirements of specific coverage features or limits contained in
this Section are not intended as a limitation on coverage, limits or other requirements, or a
waiver of any coverage normally provided by any insurance. Specific reference to a given
coverage feature is for purposes of clarification only as it pertains to a given issue and is not
intended by any party or insured to be all inclusive, or to the exclusion of other coverage, or a
waiver of any type. If the Contractor maintains higher limits than the minimums shown above,
the City requires and shall be entitled to coverage for the higher limits maintained by the
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Contractor. Any available insurance proceeds in excess of the specified minimum limits of
insurance and coverage shall be available to the City.
Notice of cancellation. Contractor agrees to oblige its insurance agent or broker and insurers
to provide to City with a thirty (30) day notice of cancellation (except for nonpayment for
which a ten (10) day notice is required) or nonrenewal of coverage for each required
coverage.
Additional insured status. General liability policies shall provide or be endorsed to provide
that City and its officers, officials, employees, agents, and volunteers shall be additional
insureds under such policies. This provision shall also apply to any excess/umbrella liability
policies.
Prohibition of undisclosed coverage limitations.None of the coverages required herein will be
in compliance with these requirements if they include any limiting endorsement of any kind
that has not been first submitted to City and approved of in writing.
Separation of Insureds. A severability of interests provision must apply for all additional
insureds ensuring that Contractor’s insurance shall apply separately to each insured against
whom claim is made or suit is brought, except with respect to the insurer’s limits of liability.
The policy(ies) shall not contain any cross-liability exclusions.
Pass Through Clause. Contractor agrees to ensure that its subconsultants, subcontractors,
and any other party involved with the project who is brought onto or involved in the project by
Contractor, provide the same minimum insurance coverage and endorsements required of
Contractor. Contractor agrees to monitor and review all such coverage and assumes all
responsibility for ensuring that such coverage is provided in conformity with the requirements
of this section. Contractor agrees that upon request, all agreements with consultants,
subcontractors, and others engaged in the project will be submitted to City for review.
City’s right to revise requirements. The City reserves the right at any time during the term of
the contract to change the amounts and types of insurance required by giving the Contractor
a ninety (90)-day advance written notice of such change. If such change results in substantial
additional cost to the Contractor, the City and Contractor may renegotiate Contractor’s
compensation.
Self-insured retentions.Any self-insured retentions must be declared to and approved by City.
City reserves the right to require that self-insured retentions be eliminated, lowered, or
replaced by a deductible. Self-insurance will not be considered to comply with these
specifications unless approved by City.
Timely notice of claims. Contractor shall give City prompt and timely notice of claims made or
suits instituted that arise out of or result from Contractor’s performance under this Agreement,
and that involve or may involve coverage under any of the required liability policies.
Additional insurance. Contractor shall also procure and maintain, at its own cost and
expense, any additional kinds of insurance, which in its own judgment may be necessary for
its proper protection and prosecution of the Work.
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ACCEPTABILITY OF INSURERS
Insurance is to be placed with insurers with a Best Rating of no less than A: V, and who are
admitted to write policies in the State of California and contribute to the state guaranty fund.
VERIFICATION OF COVERAGE
Contractors shall furnish the City with certificates of insurance and with original
endorsements affecting coverage required by this Section (actual policy). The certificates and
endorsements for each insurance policy are to be signed by a person authorized by that
insurer to bind coverage on its behalf. The certificates and endorsements are to be on forms
provided by the City and are to be received and approved in writing by the City before work
commences. The City reserves the right to require complete, certified copies of all insurance
policies, including endorsements affecting the coverage required by these Special Provisions
at any time.
SUBCONTRACTORS
The Contractor shall include all Subcontractors as named insured under his policies, or shall
furnish separate certificates and endorsements for each Subcontractor. All coverage for
Subcontractors shall be subject to all of the requirements stated herein.
7-1.06C PRIVATE CONTRACT
A certificate of liability insurance with at least $1 million in general liability coverage and a CG
2012 additional insured endorsement attached to it.
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8 PROSECUTION AND PROGRESS
8-1.02 SCHEDULE
Replace Section 8-1.02A with:
8-1.02A General
Submit the type of schedule specified in the Special Provisions. If no type is specified, submit a
Level 1.
Acceptance of the schedule will not relieve you of the responsibility for accomplishing the all the
work in compliance with the contract.
You agree by submission of a bid, that the work can be completed within contract duration and
working hour restrictions.
The Engineer will not accept a schedule that shows a project completion date in excess of the
contract time duration. No progress payments will be paid until the Engineer has approved the
project schedule.
Float time shown on the approved project schedule is not for exclusive use or benefit of either
you or the Engineer. Float time is available for use by either you or the Engineer whoever
needs it first in order to:
1. Minimize the impact of project problems
2. Delays
3. Changes in the work
You agree that float time may be used by the Engineer to resolve project problems. You
agree that there will be no basis for any modification of the
1. Project milestone dates
2. An extension of the contract time
3. A claim for additional compensation
As a result of any:
1. Project problem
2. Change orders
3. Delay
That only results in the loss of available float on the project schedule.
On a monthly basis prior to application for payment, you must arrange a meeting with the
Engineer to review your updated project schedule. Updates must include accurate progress
data and be based upon your best judgment. Updates must be made to the project schedule
in consultation with all subcontractors and suppliers.
8-1.02A(1) Privately Funded Encroachment Permits, Projects, Tracts and Subdivisions
For privately funded projects, submit a copy of the project schedule prior to the start of work.
The schedule must be a Level 1 schedule and at a minimum show:
1. The start of work
2. All major phases of the project
3. The project completion date
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Schedule updates must be submitted when prepared or as requested by the Engineer.
8-1.02B Level 1 Critical Path Method Schedule
8-1.02B(1) General
Replace 1st paragraph in Section 8-1.02B(1) with:
Section 8-1.02B applies to a contract with a total bid less than $1 million and less than 200
original working days.
Add to Section 8-1.02B
8-1.02B(4) Payment
Full compensation for work specified in Section 8-1.02A and 8-1.02B is included in the
payment for other bid items unless a bid item of work is shown on the Bid Item List.
8-1.03 PRECONSTRUCTION CONFERENCE
Replace Section 8-1.03 with:
The Engineer will execute the contract with the successful bidder upon receipt of:
1. Bonds
2. Insurance
3. Signed agreement
The Engineer will set a date for the pre-construction conference. The pre-construction
conference will take place within 15 working days of the execution of the contract by the
Engineer. Attendance by your representative is required.
The pre-construction conference will generally be held on a Thursday or Friday.
8-1.04 START OF JOB SITE ACTIVITIES
8-1.04B Standard Start
Replace Section 8-1.04B with:
The contract time, as stated in the Special Provisions, will begin on the date specified in the
notice to proceed, generally the second Monday following the pre-construction conference.
Work must commence within ten working days from the start of contract time. Failure to start
work within the allotted time period, without written approval of the Engineer, is considered
abandonment of the work and the Engineer may terminate your control over the work in
compliance with Section 8-1.13.
Work must be diligently prosecuted to completion before the expiration of the contract time
provided in the Special Provisions, beginning on, and including, the start date given in the
notice to proceed.
Private projects may begin following receipt of required approvals and noticing for inspection
staff.
35
8-1.05 TIME
Replace Section 8-1.05 with:
You must complete all of the work called for under the contract within the time set forth in the
Special Provisions.
You must complete any designated portion of the project within the time as shown or
specified.
Determination that a day is a non-working day by reason of inclement weather or conditions
resulting from will be made by the Engineer.
The Engineer will provide the status of working days on the monthly progress payment,
including:
1. Total days
2. Days used
3. Days remaining
You are responsible to verify the days are correctly shown on the pay estimate. If you believe
an error has been made, notify the Engineer in writing within 15 days of receipt of the pay
estimate, or the status of days is deemed accepted as correct.
Complete all work including punch list items before the expiration of the contract time.
Monthly status of working days will only be provided when working days are being charged
and monthly payment is due to you.
8-1.10 LIQUIDATED DAMAGES
8-1.10A General
Replace 3rd and 4th paragraphs in Section 8-1.10A with:
Liquidated damages per day amount are as directed in the Special Provisions.
8-1.10B Failure to Complete Work Parts within Specified Times
Add to Section 8-1.10B.
8-1.10B(1) Failure To Coordinate Signal Turn-Ons, Striping And Signing
If signal turn-on, road striping, and signing are not coordinated as required by the project
specifications, the City and its residents will sustain damage. Since it is and will be
impractical to determine the actual damage which the City and its residents will sustain by
reason of your failure to comply with the project specifications, it is agreed that you will pay to
the City the sum of $500 per day for each:
1. Day that you fail to stripe the road
2. Day that you fail to install required signs after the third day after a signal is turned on
3. Day that you fail to turn on a signal after the second day after striping the road
4. Day that you fail to remove signs which conflict with new striping
5. Day that you fail to install signs as shown or specified
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9 PAYMENT
9-1.03 PAYMENT SCOPE
Delete the 11th through 14th paragraphs in Section 9-1.03.
Add to Section 9-1.03.
When the Engineer does not retain a portion of the funds during the prosecution of the work,
as required on federally funded projects, you may not retain a portion of the funds due to
subcontractors when making progress payments.
The Engineer does not pay interest on progress payment retentions.
Your bid prices includes all items of work and materials as shown and called out in the project
Special Provisions necessary to complete all the work. The contract prices for doing the work
include full compensation for furnishing all:
1. Labor
2. Materials
3. Tools
4. Equipment
5. Incidentals
To complete the work.
Any item of work that does not have a separate pay item is considered included in other
items cost of work and no additional compensation will be paid.
9-1.04 FORCE ACCOUNT
9-1.04A General
Add to Section 9-1.04A.
When force account or extra work is in dispute, you must still review your daily work report for
the disputed work with the Engineer everyday. The daily work must be signed by the
Engineer daily to verify that your report has been reviewed. Final determination as to whether
the work is included in the contract work or is extra work, may be decided after the work is
completed.
9-1.04B Labor
Add to Section 9-1.04B.
For the purposes of calculating the cost of extra work or force account payment:
1. Owner
2. Superintendents
3. Other salaried employees
Performing work on the project must be billed at the prevailing wage corresponding to the
type of work performed as shown in the current labor rate publication.
9-1.04D Equipment Rental
9-1.04D(1) General
37
Add to Section 9-1.04D(1).
You must submit a list of equipment anticipated to be used on the project and the associated
Caltrans equipment rental rate. If there is no established rate for equipment planned to be
used, furnish that information to the Engineer. Provide equipment submittal with Caltrans
rates at the pre-construction conference. The most current Caltrans equipment rental rate
publication at the date of contract award will be used for the entire project.
9-1.07 PAYMENT ADJUSTMENTS FOR PRICE INDEX FLUCTUATIONS
Delete Section 9-1.07.
9-1.16 PROGRESS PAYMENTS
9-1.16A General
Add to Section 9-1.16A
Progress payments will provide you compensation for work and eligible materials through the
last day of the month. No progress payment will be made when the work is not proceeding in
compliance with the contract or when the total value of the work done since the last progress
payment is less than $300, as determined by the Engineer. Payment will be made within 30
days of the last day of the month.
9-1.16C Materials on Hand
Replace Section 9-1.16C with:
Materials on hand but not incorporated into the work are eligible for progress payment of fifty
percent (50%) of the value of the materials furnished and delivered and unused. For
materials to be eligible for progress payment:
1. The cost of the materials must be greater than $20,000
2. An invoice is provided for the material clearly showing the material is for this current
work and cost
3. The material is stored in a secure yard and made available to the Engineer for
inspection
4. A request for partial payment is made
9-1.16E Withholds
9-1.16E(2) Progress Withholds
Add to Section 9-1.16E(2).
The City may withhold a portion of your payment for fines and mitigation imposed by outside
regulatory authorities, as a result of your failure to comply with regulations and permits.
9-1.16E(4) Stop Notice Withholds
Replace the 2nd paragraph in Section 9-1.16E(4) with:
The City will withhold 125 percent of the value of all Stop Notices, pursuant to Section 3179
et seq. of the Civil Code.
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9-1.16F Retentions
Replace Section 9-1.16F with:
Public Contract Code 7202 does not apply to the City.
Unless defined differently in the Special Provisions the Engineer will withhold and retain five
percent of the estimated value of the work done from each progress payment.
9-1.17 PAYMENT AFTER CONTRACT ACCEPTANCE
9-1.17C Proposed Final Estimate
Delete 3rd paragraph in Section 9-1.17C.
9-1.17D Final Payment and Claims
9-1.17D(1) General
Replace Section 9-1.17D(1) with:
If you accept the proposed final estimate or do not submit a claim statement within 30 days of
receiving the proposed final estimate, the Engineer will process the proposed final estimate
for payment. The final payment will not be due and payable until the expiration of 40 days
from the date the notice of completion is filed with the County of San Luis Obispo. The Notice
of Completion will be filed within five days of formal acceptance of the work by the City
Council or its designated representative, upon the recommendations of the Engineer. This
final estimate and payment is conclusive except as specified in Sections 5-1.27, 6-3.06, and
9-1.21.
If you submit a claim statement within 30 days of receiving the Engineer’s proposed final
estimate, the Engineer will process for payment the proposed final pay estimate for payment
of the uncontested amount due. The Engineer will pay the uncontested amount due within40
days from the date the notice of completion is filed with the County of San Luis Obispo. The
uncontested amount due estimate is conclusive as to the amount of work completed and the
amount payable except as affected by the claims or as specified in Sections 5-1.27, 6-
3.06,and 9-1.21.
9-1.17D(2) Claim Statement
9-1.17D(2)(a) General
Add to Section 9-1.17D(2)(a).
For each claim, submit a claim statement showing:
1. The identification number
2. Date the Initial Potential Claim was furnished to the Engineer
3. Date the Supplemental Potential Claim was furnished to the Engineer
4. The final amount of additional payment requested
5. Attach a copy of the Full and Final Potential Claim Record
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Submit claims to:
Public Works Director
City of Arroyo Grande – Public Works Department
1375 Ash Street
Arroyo Grande, CA 93420
9-1.17D(2)(d) Waiver
Add to 1st paragraph in Section 9-1.17D(2)(d).
6. You did not comply with applicable notice or protest requirements including but not
limited to:
a. Section 4-1.06
b. Section 5-1.06
c. Section 5-1.42
d. Section 8-1.07
9-1.17D(3) Final Determination of Claims
Delete 6th paragraph in Section 9-1.17D(3)
9-1.22 ARBITRATION
Replace Section 9-1.22 with:
9-1.22 CLAIM RESOLUTION PROCEDURE
Claim Resolution Procedure is substituted for arbitration provisions and is as follows:
1. For all claims contested by the Engineer and not included in the semifinal estimate, the
Engineer may request additional information within 30 days of submittal of the
semifinal estimate. A proof of mailing or delivery must be retained.
2. You must submit to the Engineer the information requested for each claim within 30
days of the date of mailing of the Engineer’s request. Proof of mailing or Engineer’s
receipt will be retained for the submittal. Failure to timely submit the information
requested is deemed a waiver of the claim.
3. The Engineer will submit a written response to you for each claim within 30 days after
the date of mailing of your submittal, or if the Engineer did not request additional
information, within 30 days of submittal of the semifinal estimate.
4. If you dispute the Engineer’s written response to any claim, or the Engineer fails to
respond within the time specified, you must notify the Engineer in writing, either within
15 days of the Engineer’s response or the Engineer’s failure to respond within the
specified time period, and demand an informal meeting to discuss and attempt to
settle the issues remaining in dispute. Upon receipt of such a demand, the Engineer
will schedule such a meeting within 30 days.
5. Following the meeting if any claim or portion thereof remains in dispute, you may file a
claim as provided in Government Code 910 and following.
6. Either party may request non-binding mediation at any time following the informal
meeting in an attempt to settle any issues remaining in dispute. If both sides agree to
mediation and agree on a mediator, the parties must pay equally the fees and
expenses of the mediator.
7. If either party initiates litigation against the other, within 60 days, but no earlier than 30
days, following the filing of the responsive pleading, the court may submit the matter to
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nonbinding mediation unless both parties stipulate to waive this requirement. The
parties must select a disinterested third person as mediator within 15 days following
the 60th day after the filing of the responsive pleading, and the mediation must
commence within 30 days of selection of the mediator, unless the parties stipulate
otherwise, or the court, on a showing of good cause, orders a time extension. If the
parties fail to select a mediator within the 15 day period, any party may petition the
court to appoint the mediator. The parties must pay equally the fees and expenses of
the mediator. The court may, upon either party’s request, order any witnesses to
participate in the mediation process. The party requesting the appearance of any
witness must pay the costs and expenses of the witness.
9-1.23 CITY BILLING
Add to Section 9-1
Where City staff and equipment are used for work, billing will be done at the hourly billing rate
for City staff in compliance with the City’s Revenue Management Manual. City materials and
equipment will be billed in compliance with Section 9-1.04. Work performed by a third party
will be billed at the amount charged to the City for the work plus an additional five percent
markup. The total cost plus markup may be retained from contract or for private work billed to
permittee.
41
DIVISION II GENERAL CONSTRUCTION
12 TEMPORARY TRAFFIC CONTROL
12-1 GENERAL
12-1.01 GENERAL
Replace 1st paragraph in Section 12-1.01 with:
Section 12-1 includes general specifications for:
1. Flagging
2. Placing and installing temporary traffic-handling equipment and devices
3. Maintaining traffic
4. Placing and installing temporary traffic control systems
5. Placing temporary pavement delineation
In compliance with approved traffic control plan and Engineer authorized field adjustments.
You must provide all:
1. Signs
2. Lights
3. Barricades
4. Programmable message boards
5. Other facilities
To provide protection and warning for public traffic. Traffic cones must be used to delineate
detoured lanes.
12-1.03 FLAGGING COSTS
Replace Section 12-1.03 with:
Full compensation for work specified in Section 12-1.03 in compliance with Sections 7-1.03
and 7-1.04 is included in the payment for other bid items unless a bid item of work is shown
on the Bid Item List.
12-1.04 TEMPORARY TRAFFIC CONTROL COSTS
Add Section 12-1.04.
Full compensation for work specified in Section 12and applicable Engineering Standards is
included in the payment for other bid items unless a bid item of work is shown on the Bid Item
List.
Add to Section 12.
12-8 TEMPORARY PAVEMENT DELINEATION
12-8.01 GENERAL
Furnish and install:
1. Raised reflective pavement markers
2. Paint for lane lines
3. Legends
Install temporary lane lines and legends using paint. Install temporary striping, prior to
opening the travel lanes to traffic and prior to installation of permanent delineation, under the
following conditions:
1. After removal of existing striping
42
2. After new surface applications
3. If your operation has either removed or obliterated the existing striping or markings
4. At the direction of the Engineer
Maintain temporary delineation and striping in good condition at all times. Install temporary
delineation before the end of the work day in which the existing delineation is removed.
Reflective tape and raised reflective pavement markers may be used instead of temporary
paint when allowed by the Engineer.
12-8.02 MATERIALS
Temporary raised reflective pavement markers must be one of the temporary pavement
markers listed below:
1. Apex Universal, Model 932
2. Pexco LLC, Models TOM, TRPM and "HH" (High Heat)
3. Hi-Way Safety, Inc., Model 1280/1281
4. Glowlite, Inc., Model 932
Or approved equal.
12-8.03 CONSTRUCTION
Paint must comply with Section 84-3.03.
Place temporary raised reflective pavement markers per the manufacturer's instructions at an
interval of 15-foot or less. Place, a minimum of six, temporary raised reflective pavement
markers at all stop bars that are removed, or as directed by the Engineer. Completely remove all
temporary road marker tabs prior to the application of thermoplastic stripping and pavement
markings.
43
13 WATER POLLUTION CONTROL
13-1 GENERAL
13-1.01 GENERAL
13-1.01A Summary
Add before 1st paragraph in Section 13-1.01A.
All work must comply with the following requirements:
1. You must comply with City Storm Water Ordinance, Chapter 13.24 of the Municipal
Code.
2. As part of the Water Pollution Control Plan (WPCP) or Storm Water Pollution
Prevention Plan (SWPPP), you are required to keep enough gravel bags, sand bags,
filter bags, and filtering material at the job site at all times to protect all drainage inlets
within the work area.
3. All drainage inlets are considered as flowing to a waterway protected under this
Section. You must not allow anything but clean rainwater into the drainage inlet. Cover
all drainage inlets within and adjacent to work area.
4. Approval of the WPCP or SWPPP by the Engineer does not release you from the
responsibility to only allow clean rainwater to leave the site. You must make immediate
changes in the control system as needed to ensure that only clean rainwater leaves
the site.
5. If your work interferes with established drainage patterns, ample provisions must be
made to provide for drainage. The Engineer may direct additional provisions if
needed.
For projects less than one acre in size and not regulated by the Regional Water Quality
Control Board’s General Construction Permit you must complete and comply with a simplified
City Water Pollution Control Plan.
For private projects one acre and larger in size, you must additionally comply with all
requirements in the Regional Water Quality Control Board’s General Construction Permit.
Add to 1st paragraph in Section 13-1.01A.
Information on:
1. Form
2. Reports
3. Manuals
4. Other documents
Referenced in the 2nd and 3rd paragraph of this Section refer to Caltrans maintained
documents and web sites. A simplified City Water Pollution Control Plan (WPCP) form is
available for use in the Special Provisions or may be furnished by the Engineer.
Add to 2nd paragraph in Section 13-1.01A.
WPCP may be either City’s WPCP or Caltrans forms.
44
13-1.01D Quality Control and Assurance
13-1.01D(3) Water Pollution Control Manager
13-1.01D(3)(a) General
Replace 2nd paragraph in Section 13-1.01D(3)(a) with:
Assign one Water Pollution Control Manager to implement SWPPP.
Assign one Water Pollution Control Manager to implement WPCP. Water Pollution Control
Manager is not required to be QSP for WPCP implementation unless:
1. WPCP is not being implemented as required
2. Work area discharge is unacceptable
3. Required by the engineer
Provide QSP for Water Pollution Control Manager at no additional cost to City.
13-1.04 PAYMENT
Replace Section 13-1.04 with:
Full compensation for work specified in Section 13 and applicable Engineering Standards is
included in the payment for other bid items unless a bid item of work is shown on the Bid Item
List.
13-3 STORM WATER POLLUTION PREVENTION PLAN
13-3.01 GENERAL
Add to Section 13-3.01.
Section 13-3 is only applicable if required in the Special Provisions or if required due to
work’s area of disturbance.
45
14 ENVIRONMENTAL STEWARDSHIP
14-1 GENERAL
14-1.01 GENERAL
Add to Section 14-1.01.
When an environmental stewardship monitor is required for construction operations that are
being conducted under City contract, the monitor will be retained by the City and work together
with you. Environmental stewardship monitors do not eliminate your responsibility for
compliance. The monitor has no authority to direct your work unless this authority is granted by
the project’s Special Provisions. Any costs incurred by you resulting from work done at the
direction of the monitor without proper authorization must be borne entirely by you.
You must give the Engineer written notice 14 calendar days in advance of the need for
environmental stewardship monitor. The Engineer will coordinate environmental stewardship
monitor to be at the work-site in compliance with your notification. Once the environmental
stewardship monitor is at the work-site, you must work consistently to complete task requiring
environmental stewardship monitor. If you fail to provide the proper notification or fail to work
consistently to complete task requiring environmental stewardship monitor, you will be
responsible for any additional cost for the monitors work.
14-2 CULTURAL RESOURCES
14-2.03 ARCHAEOLOGICAL MONITORING AREA
14-2.03A General
Add to Section 14-2.03A.
When archaeological monitoring is required by the Engineer the following apply:
1. Your attention is directed to Section 15064.5 of the Guidelines for the California
Environmental Quality Act (Public Resources Code Section 21000 et seq.) that provide
for the protection and preservation of historical and archaeological resources
(hereinafter called “cultural resources”).You must conform to the applicable
requirements of these statutes and guidelines as they relate to the protection and
preservation of cultural resources.
2. You must exercise care to protect significant cultural resources from being damaged.
In addition to other notifications in this Section, you are required to notify the Engineer
forty-eight (48) hours prior to entering areas that require cultural resource monitoring
to allow time for monitors to be mobilized. You must not start activities that require
cultural resource monitoring until the cultural resource monitor arrives to work-site and
the Engineer authorizes the start of work.
3. You must work with the cultural resource monitor to ensure systematic removal of
excavation sediments, allow examination of trench spoils and sidewalls as they are
removed and exposed, and permit documentation and evaluation of cultural resources
remains according to the terms of the Cultural Resources Monitoring Plan. If
potentially significant remains are encountered, you may be requested to alter
excavation methods to accommodate cultural resource requirements, or use a
smooth-bladed backhoe bucket to avoid cutting into intact cultural deposits.
4. You are strictly prohibited from collecting prehistoric or historical artifacts from project
site.
5. In the event that potentially significant cultural resources are discovered during the
course of construction, you must follow the procedures for the treatment of such
46
discoveries as established in the Cultural Resource Monitoring Plan. In addition, the
following procedures must be instituted:
a. You must immediately cease all construction operations at the location of the
discovery. The work may be redirected to a location beyond the cultural resource
discovery site.
b. You must immediately notify the Engineer.
c. You may not resume work in the area until given clearance by the Engineer.
6. In the event that human remains are uncovered, work within the vicinity of the find
must be halted immediately. You may not resume work in the area until given
clearance by the Engineer.
7.
14-11 HAZARDOUS WASTE AND CONTAMINATION
14-11.01 GENERAL
14-11.01B Hazardous Waste Management Practices
Add to Section 14-11.01B.
14-11.01B(3) Health And Safety Plan
If contamination exists in the work area, prepare and submit a site specific Health and Safety
Plan (HSP) for the review of the Engineer.
HSP must include requirements to protect workers while working in the presence of
contaminate. Provide HSP that has been:
1. Prepared
2. Signed
3. Stamped
By a Certified Industrial Hygienist. The HSP must comply with all:
1. Local
2. State
3. Federal
4. Ordinances
5. Rules
6. Regulations
7. Guidelines
For occupational health and safety.
Provide a copy of the HSP to all personnel working in the contaminated area. All personnel
working in or overseeing work in the contaminated areas must read the HSP and sign an
acknowledgment that stating that they have:
1. Been furnished a copy of the HSP
2. Read the HSP
Maintain acknowledgements on file and furnish to the Engineer upon request.
Submit two copies of the HSP to the Engineer prior to the start of work. Revise the HSP as
required by the progress of work. Submit two copies of the revised HSP to the Engineer prior
to proceeding with the work.
HSP must require the implementation of ongoing monitoring of the work by you for
contaminated materials. All personnel must have appropriate equipment and training.
47
If you are not prepared to work in the area of contamination, you must stop work in that area
until preparation is complete. No additional working days will be granted for failure to be
prepared for contaminate working conditions.
14-11.02 CONSTRUCTION
14-11.02B Hazardous Waste Management Practices
Add to Section 14-11.02B.
14-11.02B(1) Groundwater
Ground water containing hazardous or contaminated materials may be encountered. If
encountered and if you choose to remove the water from the excavation, you may dispose of
the ground water in the sanitary sewer system once a no fee discharge permit is obtained.
Provide the type of contaminate and levels of contamination with permit application.
Under no conditions may contaminated groundwater be discharged to the:
1. Street
2. Storm drains
3. Waterways
14-11.02F City – Generated Hazardous Waste
Add to Section 14-11.02F.
14-11.02F(4) Payment
Measurement for removal of contaminated material will be taken daily. The Engineer will
measure the trench in the area affected by the contamination. You must verify the
measurement. If you fail to verify measure to confirm the findings of the Engineer is
interpreted as an agreement with the Engineer’s measurements.
Full compensation for work specified in Section 3-6 and applicable Engineering Standards is
included in the payment for other bid items unless a bid item of work is shown on the bid list
item. Contaminated material work performed under Section 3-6 is designated in the contract
by:
1. Size
2. Type
3. Quantity, or
4. Whatever information is necessary for identifying the work.
HSP preparation is paid by lump sum.
HSP implementation and work area monitoring is paid by the day.
The excavation of contaminated soils is paid by the cubic foot.
48
15 EXISTING FACILITIES
15-1 GENERAL
15-1.03 CONSTRUCTION
15-1.03A General
Add to Section 15-1.03A.
Locate and protect existing irrigation facilities that are not identified to be removed. Contact
Underground Service Alert (1-800-642-2444) for location and identification work. Contact
property owner to obtain record information. If existing facilities are damaged by your work,
you must repair them immediately at your expense and to the satisfaction of the owner.
15-1.03B Removing Concrete
Replace 7th paragraph of Section 15-3.03B with:
Dispose of concrete outside the right-of-way.
15-1.03D Adjust Frames, Covers, Grates and Manholes
Replace Section 15-1.03D with:
Lower existing utility surface facilities within the paving area prior to grinding and paving. Furnish
the Engineer with a copy of the utility surface facility reference point documentation in the event
of a utility emergency. Do not start lowering utilities sooner than ten working days before paving.
Within two working days after final paving, mark locations of all:
1. Water valves
2. Sewer manholes
3. Storm drain manholes
4. Survey monuments
Within project area. All utilities must be raised within ten working days of final paving. The
Engineer may direct the order in which utilities must be raised. Replace all:
1. Frames
2. Covers
3. Wells
As needed to meet current Engineering Standards.
Set metal lids over lowered wells and manholes to keep them clean and to assist with future
locating work. Coat utility covers with sand or fabric that will be paved over to prevent the
adhesion of new asphalt to the metal lid. Cut fabric neatly around the utility covers prior to
placement.
Prior to the application of a slurry seal or other bituminous seal coat, locate and protect all
existing utility covers and concrete collars. Cover all utility covers and surrounding collars prior
to the application of the seal. Place a vertical tab on each cover for future locating after the seal
application is complete. The vertical tab must extend at least 3 inches above the existing
pavement surface.
Upon completion of any reconstruction work within two feet of a survey monument, verify the
monument has not been disturbed.
49
15-1.04 PAYMENT
Replace Section 15-1.04 with:
Full compensation for work specified in Section 15 and applicable Engineering Standards is
included in the payment for other bid items unless a bid item of work is shown on the Bid Item
List.
50
DIVISION III EARTHWORK AND LANDSCAPE
17 GENERAL
17-1 GENERAL
17-1.01 GENERAL
Add to Section 17-1.01.
Use of potable water is not allowed. The City has a non-potable water supply located at 1375
Ash Street that may be used. The availability of this water is not guaranteed.
21 EROSION CONTROL
21-1.02 MATERIALS
21-1.02G Seed
Add to Section 21-2.02G
Seed (% minimum purity, % minimum germination) pounds per acre
Bromus carinatus - California Brome (95%, 85%) 22
Festuca megalura - Zorro Fescue (85%, 80%) 10
Trifolium hirtum "Hykon" - Rose Clover (95%, 90%) 30
inoculated with appropriate bacteria 5
Eschscholzia californica - California Poppy (95%,
75%) 5
Lupinus nanus - Sky Lupine (95%, 75%) 5
51
DIVISION IV SUBBASES AND BASES
26 AGGREGATE BASES
26-1.02 MATERIAL
26-1.02A General
Replace the 1st and 2nd paragraph of Section 26-1.02A with:
Aggregate for base must be clean and consist of any combination of the following:
1. Broken stone
2. Crushed gravel
3. Natural rough surfaced gravel
4. Sand
5. Reclaimed portland cement concrete
6. Lean concrete base
7. Cement treated base
Recycled or reclaimed asphalt concrete may only be used in class 2R aggregate base.
Use ¾ inch maximum grading aggregate for class 2 and 2R aggregate base.
All aggregate base must be free from organic matter and other deleterious substances.
Add to Section 26-1.02.
26-1.02D Class 2R Aggregate Base (Recycled)
Class 2R aggregate base material use is limited to the City right-of-way unless authorized by
the Engineer. Do not use class 2R aggregate base material within the creek areas or creek
setback areas as described in the Municipal Code.
Class 2R aggregate base must conform to the following grading and quality requirements:
Aggregate Grading Requirements
Percentage Passing ¾” Maximum
Sieve Sizes Operating Range Compliance Range
1 inch 100 100
¾ inch 90-100 87-100
No. 4 35-62 30-65
No. 30 10-30 5-35
No. 200 2-9 0-12
Quality Requirements
Test Operating Range Compliance Range
Resistance (R-
Value)
---- 70 Min.
Sand Equivalent 25 Min. 22 Min.
Durability Index ---- 30 Min.
52
Furnish a laboratory report, not more than 3 months old, verifying the material’s compliance
with this Section’s requirements prior to material being delivered to site. Material is still subject
to testing and acceptance after it is delivered and placed.
Class 2R aggregate base must be encapsulated by placing it below another material such as
asphalt concrete or Portland cement concrete, where it will not be exposed to wearing and
cause it to enter the air or drainage system. Use of class 2R aggregate base with an R value
below that of Class 2 aggregate base will only be allowed when the structural Section has been
designed for that value.
26-1.02E Class 3 Aggregate Base (Sand)
Class 3 aggregate base must be of a nature that can be compacted readily under watering and
rolling to form a firm, stable base. Aggregate must conform to the grading and quality
requirements shown in the following tables:
Grading Requirements (Percent Passing)
Sieve Size Operating Range Contract Compliance
1 inch 100 100
#4 80-95 75-95
#30 35-70 30-75
#200 15 Max. 10 Max.
Quality Requirements
Test Operating Range Compliance Range
Sand Equivalent --- 30 Min.
26-1.02F Crushed Rock
Crushed rock must be of a nature that can compacted readily to form a firm, stable base.
Crushed rock must conform to the grading and quality requirements shown in the following
table.
Grading Requirements
Sieve Size Percent Passing
1 inch 100
¾ inch 90-100
3/8 inch 20-55
#4 0-10
#8 0-5
Quality Requirements
Sand Equivalent 30 Min.
26-1.02G Select Backfill Material (Trench Backfill Sand)
Select Backfill Material must be of a nature that it can be compacted readily to 90 percent
relative compaction. The following materials are not acceptable for use as select backfill
material:
1. Material with corrosive properties
2. Marine or beach sand
3. Recycled / reclaimed material
53
Select Backfill Material must conform to the grading and quality requirements shown in the
following table:
Grading Requirements
Sieve Size Percent Passing
1 inch 100
#4 80-95
#30 35-70
#200 15 Max.
Quality Requirements
Sand Equivalent 30 Min.
26-1.02H Float Rock (Trench Backfill)
Float rock must be of a nature that it can be compacted readily to 90 percent relative
compaction. The following materials are not acceptable for use as Float Rock:
1. Material with corrosive properties
2. Local "Red Rock"
Float rock must conform to the grading requirements shown in the following table:
Grading Requirements
Sieve Size Percent Passing
¾ inch 100
½ inch 95-100
3/8 inch 70-80
#4 15-25
#8 0-5
54
DIVISION V SURFACING AND PAVEMENTS
37 BITUMINOUS SEALS
37-1 GENERAL
37-1.01 GENERAL
Add to Section 37-1.01.
Notification and operational requirements must comply with Sections 7-1.03 and 7-1.04.
37-2 SEAL COATS
37-2.04 ASPHALTIC EMULSUON SEAL COAT
37-2.04B Nonpolymer Asphaltic Emulsion Seal Coat
37-2.04B(2) Materials
Add to Section 37-2.04B(2).
Use Fine ¼” max seal coat gradation.
37-2.04C Polymer Asphaltic Emulsion Seal Coat
37-2.04C(2) Materials
Add to Section 37-2.04C(2).
Use Fine ¼” max seal coat gradation.
37-3 SLURRY SEAL AND MICRO-SURFACING
37-3.01 GENERAL
37-3.01D Quality Control and Assurance
37-3.01D(1) General
Add to Section 37-3.01D(1).
No single:
1. Aggregate grading, or
2. Sand equivalent test
May represent more than:
3. 360,000 square yards or
4. One day’s production,
Whichever is smaller.
37-3.03 CONSTRUCTION
37-3.03D Placing
37-3.03D(1) General
Add to Section 37-3.03D(1).
Seal coat placed adjacent to concrete gutter must be placed up to, but not on, concrete
gutter. Seal coat material extending more than 1 inch into adjacent concrete gutter must be
removed within 24 hours of seal coat application. Seal coat placement may not continue until
previous days gutters have been cleaned.
37-3.03D(2) Surface Preparation
37-3.03D(2)(a) General
55
Add to Section 37-3.03D(2)(a).
Protecting existing utility collars and concrete collars must comply with Section 15.
Provide to the Engineer, a written herbicide recommendation by a Licensed Pest Control
Adviser with material safety data sheets of recommended products. Spray the approved
herbicide, which leaves behind a visible blue marker dye, on vegetation. The herbicide must
be applied under dry condition and at 48 hours prior to vegetation removal. Before placing the
seal coat, vegetation in pavement cracks and between pavement and curb/gutter must be
removed. You must assume full responsibility for the proper application of the herbicide
governed by Federal, State and Local laws.
Remove surface contaminates such as grease or oil spots to allow for proper adhesion of
seal coat.
If seal coat placement includes locations where a bike lane is located immediately adjacent to
a concrete gutter, grind pavement surface flush prior to application of seal coat. The width of
the grind must be a minimum of one foot and up to five feet, as necessary to leave the cross
slope of the pavement surface less than 5%. The finish surface adjacent to the seal coat must
not be more than ¼ inch above the surface of the gutter where a bike lane abuts the gutter.
In areas where concrete pavement is exposed, apply a tack coat consisting of one part
emulsified asphalt and three parts water at a rate of 0.10 gallons to 0.15 gallons per square
yard, or as directed by the Engineer. Use CSS1H emulsion grade emulsified asphalt.
37-3.03D(3) Test Strip
37-3.03D(3)(b) Slurry Seal
Replace Section 37-3.03D(3)(b) with 37-3.03D(3)(c).
37-3.03D(3)(c) Micro-Surfacing
Replace Section 37-3.03D(3)(c) with:
Calibration of each truck that will be used on the project within 20 miles of the City of Arroyo
Grande and must be calibrated specifically for the City’s project. Calibrate per California Test
109, Monday through Friday between the hours of 7:00 AM and 4:00 PM.
You must construct a test strip for evaluation by and at a location provided by the Engineer. A
test strip must:
1. Be placed under similar conditions of the contract work
2. Be placed at the same time of day or night that contract application will occur
3. Use the approved project mix design
4. Use the same laydown procedures and equipment that will be used for contract work
5. Have a minimum length of one hundred feet
6. Be completed and accepted as satisfactory by the Engineer two working days prior to
the first contract application day
7. Curing properly to allow normal traffic on the surfaced roadway within three hours
8. Have edge lines that are straight and remain straight
9. Have no lumping, balling or unmixed aggregate
56
10. Have a uniform surface texture that is free of streaks, slick spots or excessive drag
marks
You must propose adjustments in the mixture to compensate for sudden changes in weather
conditions or night application. All adjustments to the in the mixture must be lab approved
prior to placement of the mix.
If the mix design or the placement procedure is determined by the Engineer to be
unacceptable, the test strip will be rejected and not measured as part of the completed work.
You must remove and replace the test strip at no additional cost or overlay the test strip with
material that conforms to the project specifications, at the Engineer's discretion. The edges
and ends of overlaid material must be feathered to conform to the longitudinal and transverse
joint requirements in these specifications.
Accepted test strips, when placed within project contract area, will remain in place and be
measured as part of the completed work.
A new test strip will be performed when there is field evidence that the system is not
performing as specified.
37-3.03D(4) Placement
37-3.03D(4)(a) General
37-3.03D(4)(a)(i) General
Add to Section 37-3.03D(4)(a)(i).
Roll all seal material with a rubber-tired roller, a minimum of three passes, prior to allowing
traffic on the surfaced roads. After placement of seal material surfaced roads must be opened
to traffic no later than 3 hours after the seal material has been placed and no later than4:00
p.m. in the evening. Quantities of seal placed daily must be adjusted to accommodate road-
opening schedule.
37-3.03D(4)(c) Micro-Surfacing
37-3.03D(4)(c)(iii) Finished Surface
Add to Section 37-3.03D(4)(c)(iii).
Micro-surfacing must cure to allow turning truck traffic within 3 hours. Adequate cure must be
verified through actual traffic conditions. Micro-surfacing that exhibits large aggregate
displacement after 3 hours from actual traffic must be removed and replaced at no cost to the
City. At the expiration of the time allowed for closure of lanes, the micro-surfacing mixture
must be sufficiently cured to support unrestricted traffic.
37-3.04 PAYMENT
Replace Section 37-3.04A and 37-3.04B with:
Full compensation for work specified in Section 37 and applicable Engineering Standards is
included in the payment for other bid items unless a bid item of work is shown on the Bid Item
List.
57
If test results for slurry seal or micro-surfacing indicate that the material does not comply with
the requirements, you may remove the installed material represented by the failing test
results or request it remain in place with a payment deduction in the amount of $0.50 per
square yard.
58
39 HOT MIX ASPHALT
39-1 GENERAL
39-1.01 GENERAL
Add to Section 39-1.01.
Asphalt grinding and removal must comply with Section 42.
Temporary transitions must comply with Section 42-3.03C(1).
39-1.02 MATERIALS
Add to Section 39-1.02.
39-1.02A Tack Coat
Use RS-1 asphaltic emulsion for tack coat. See Section 94 for requirements.
39-1.02B Asphalt Binder
Use asphalt binder for Hot Mix Asphalt (HMA) in compliance with Section 39-1.02D.
Use PG 64-10, in compliance with Section 92, for asphalt binder unless otherwise directed by
the Engineer.
39-1.03 CONSTRUCTION
Add to Section 39-1.03.
Asphalt concrete must be type A conforming to the requirements for ½” aggregate grading.
Provide leveling course conforming to the requirements of type A asphalt concrete 3/8”
aggregate grading.
39-1.04 PAYMENT
Add to Section 39-1.04.
Full compensation for work specified in Section 39 and applicable Engineering Standards is
included in the payment for other bid items unless a bid item of work is shown on the Bid Item
List.
39-2 HOT MIX ASPHALT
39-2.01 GENERAL
39-2.01A General
39-2.01A(3) Submittals
39-2.01A(3)(b) Job Mix Formula
39-2.01A(3)(b)(i) General
Replace Section 39-2.01A(3)(b)(i) with:
Submit asphalt mix design prepared by an independent laboratory in compliance with Section
39-1.03B. Submit mix design, a minimum of 7 days, prior to any paving for review and approval
of the Engineer.
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39-2.01A(4) Quality Assurance
39-2.01A(4)(i) City Acceptance
39-2.01A(4)(i)(ii) In-Place Density
Add to Section 39-2.01A(4)(i)(ii).
39-2.01A(i)(ii)(A) Acceptance of Private Construction
Obtain special inspection services of a geotechnical engineer, if required by the Engineer, to
provide density testing during paving operations to determine that the work effort is sufficient
to achieve a minimum of 95 percent relative compaction. Where 95 percent compaction is not
achieved, you must work with the geotechnical engineer to modify the operations to achieve
the required compaction of 95 percent.
Obtain special inspection services, if required by the Engineer. Cease paving operations until
the necessary adjustments are made to provide a smooth surface.
39-2.01B Materials
39-2.01B(9) Geosynthetic Pavment Interlayer
Add to Section 39-2.01B(9).
Pavement reinforcing fabric and paving grid must comply Sections 96-1.02J and 96-1.02M.
Provide a certificate of compliance for pavement fabric used to the Engineer.
Place fabric into the asphalt binder with a minimum of wrinkles. The placed fabric must be
boomed or squeegeed to remove any bubbles prior to the binder cooling to the point that
fabric will not adhere. The equipment for placing the fabric must be mechanized and capable
of handling full rolls of material and be capable of laying the fabric without forming excess
wrinkles or folds. The equipment to be used is subject to the approval of the Engineer.
39-2.01C Construction
39-2.01C(3) Surface Preparation
39-2.01C(3)(a) General
Prior to placing asphalt paving over an existing surface, the surface must be cleaned by
vacuum sweeping, or other means necessary to remove all surface contaminates, to the
satisfaction of the Engineer, including:
1. Loose particles of paving
2. Dirt
3. Grease
4. Oil spots
5. Other extraneous material
Prior to vegetation removal spray an approved herbicide, which leaves behind a visible blue
marker dye, a minimum of 48 hours in advance of vegetation removal. Submit to the
Engineer a written recommendation, for herbicide intended to be used, by a Licensed Pest
Control Adviser along with material safety data sheets of recommended products. Apply
herbicide in strict compliance with all:
1. Federal Law
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2. State Law
3. Local Law
4. Manufacture’s recommendations
Remove vegetation in pavement
1. Cracks
2. Between pavement and gutter
3. Between pavement and curb
Prior to cleaning and placing asphalt concrete.
When placing asphalt concrete to established lines and grades, the automatic screed controls
must provide the longitudinal grade and transverse slope. You must:
1. Furnish
2. Install
3. Maintain
Grade and slope. Place screed with automatic controls adjacent to existing pavement to
provide grade and slope of new pavement and transitions between new and existing
pavement in strict compliance with Section 39-1.12B. All screeds must be controlled in the
same manner.
Asphalt concrete must not be placed during rain or other unsuitable weather. At no time is
the soil beneath the existing pavement material to be exposed to rain or other adverse
weather conditions.
If vibratory rollers are used as finish rollers, turn off vibratory unit.
On streets receiving an asphalt concrete overlay, you must spread a leveling course in all:
1. Dip areas
2. Depressions
3. Voids greater than two inches
4. As directed by the Engineer
Spreading and compacting must be performed by methods that will produce a surfacing of
uniform:
1. Smoothness
2. Texture
3. Density
Place asphalt concrete adjacent to curb ramps in compliance Engineering Standards for curb
ramp landing slope requirements. Submit grade and slope information for curb ramp
landings to the Engineer prior to placing asphalt concrete. Submit a variance request if curb
ramp landing slope requirements are unattainable prior to placing asphalt concrete.
Schedule paving operations so that the entire width of the street is available to public traffic
by the end of each working day. At no time may a vertical drop-off exist on a surface open to
public traffic.
Do not place new asphalt concrete pavement on a portion of a travel lane.
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Asphalt concrete may not be placed after 3:00 P.M. unless authorized by the Engineer.
Compact asphalt concrete to a relative compaction not less than 95 percent. Place and
compact asphalt concrete to the required finished lines and grades and cross-section as
shown.
Should the methods and equipment furnished fail to produce a layer of asphalt concrete
conforming to all requirements, including compaction and smoothness, discontinue paving
operations and modify operation or equipment.
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42 GROOVE AND GRIND CONCRETE
42-3 GRINDING
42-3.03 CONSTRUCTION
42-3.03A General
Add to Section 42-3.03A.
42-3.03A(1) Equipment
Cutter head for asphalt concrete grinding machines must not less than 6 feet in width and
must be operated without producing fumes or smoke. The grinding machine must be capable
of cold plane grinding without the need to soften pavement. Streets may contain areas of
concrete below the asphalt concrete surface; grinding equipment must be capable of grinding
through these areas.
42-3.03B Pavement
Add to Section 42-3.03B.
Provide the:
1. Depth
2. Width
3. Shape
Of the grind as shown or as directed by the Engineer. The final grind must result in a uniform
longitudinal and transverse surface conforming to the new cross Section as shown. The
outer limits of the grind area must be neat and uniform. Do not damage remainder surface.
Provide a continuous grind width. You may grind around corners and through conform lines
at intersections.
Remove grind spoils and deposit in:
1. Gutters
2. Driveways
3. Around structures
4. On adjacent lanes
Concurrently with grinding operations. Furnish and operate a self-loading motor sweeper
with spray nozzles to clean and maintain ground areas at all times until final lift of paving.
Where transverse joints are ground in the pavement at conform lines, no drop-off may remain
between the existing pavement and the ground area when the pavement is opened to public
traffic. Provide an asphalt concrete temporary taper, if permanent asphalt concrete has not
been placed to the level the pavement prior to opening to public traffic.
Provide the following temporary tapers at locations shown below if difference in elevation
between adjacent surfaces is more than ¾ inch:
Location Ratio (horizontal: vertical)
Transverse joints 30:1
Sidewalk ramps 20:1
Driveway / Access
Point
12:1
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Longitudinal joints * 12:1
* Required only for streets with existing bike lanes
where joint will remain more than 2 calendar days
Use commercial quality asphalt concrete for temporary tapers. Spread and compact asphalt
concrete for temporary tapers by any method that will produce a smooth riding surface.
Completetly remove, including all loose material from the underlying surface, temporary
tapers before placing the permanent surfacing.
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DIVISION VISTRUCTURES
51 CONCRETE STRUCTURES
51-1 GENERAL
51-1.02 MATERIALS
51-1.02A General
Replace Section 51-01.02A with:
Drainage inlet basins may be precast units. For precast basins requiring weep holes, weep
holes must be part of the casting and may not be drilled. The gutter, opening and deck portion of
the drainage inlet must be cast in place to conform to required grades.
51-1.04 PAYMENT
Add to Section 51.04.
Full compensation for work specified in Section 51 and applicable Engineering Standards is
included in the payment for other bid items unless a bid item of work is shown on the Bid Item
List. Minor concrete structures including:
1. Pipe headwalls
2. Drop inlets
3. Catch basins
4. Other miscellaneous concrete structures
That are identified in the Bid Item List as separate items, will be paid for at the contract price for
each structure listed.
52 REINFORCEMENT
52-1 GENERAL
52-1.02 MATERIALS
52-1.02B Bar Reinforcing
Add to Section 52-1.02B.
Do not substitution reinforcement bars with welded wire reinforcement, unless:
1. Specified,
2. Shown, or
3. Provided for in Engineering Standards.
56 SIGNS
56-2 OVERHEAD SIGN STRUCTURES
56-2.01 GENERAL
56-2.01C Submittals
56-2.01C(3) Quality Control Program
Add to Section 56-2.01C(3).
A quality control plan is not required when the total number of signs installed is less than 100.
56-2.02 MATERIALS
56-2.02B Bars, Plates, Shapes, and Structural Tubing
Add to Section 56-2.02B.
Signs must include a graffiti guard coating.
65
DIVISION VII DRAINAGE
64 PLASTIC PIPE
64-2 PLASTIC PIPE
64-2.02 MATERIALS
64-2.02A General
Add to Section 64-2.02A.
Solid wall Polyvinyl Chloride (PVC) pipe is an approved plastic pipe. PVC pipe may not be
used if exposed to sunlight.
High Density Polyethylene (HDPE) corrugated type c pipe (corrugation on interior and exterior
of pipe) is not an approved plastic pipe and may not be used.
Plastic pipe must comply with Section 77.
64-2.03 CONSTRUCTION
Delete Section 64-2.03.
64-2.04 PAYMENT
Delete Section 64-2.04.
66 CORRUGATED METAL PIPE
Delete Section 66.
66
DIVISION VIII MISCELLANEOUS CONSTRUCTION
73 CONCRETE CURBS AND SIDEWALKS
73-1 GENERAL
73-1.01 GENERAL
Add to Section 73-1.01.
Provide a construction plan, including plan and profile information, when installing new:
1. Curb
2. Gutter
3. Spandrels
4. Cross gutters
5. Curb ramp or
6. Other surface concrete
Where none currently exist. Provide that plan to the Engineer at least 10 working days prior to
construction. The plan must conform with:
1. Uniform Design Criteria
2. Engineering Standards
3. Standard Specifications
4. As directed by the Engineer.
The Engineer will make a determination as to how much of the existing street must be removed
and replaced in order to provide an acceptable transition between the existing pavement and
the new lip of the gutter.
73.1.02 MATERIAL
73-1.02A General
Delete 1st paragraph in Section 73-1.02A.
Add to Section 73-1.02A.
Concrete must comply with Section 90.
Aggregate base must comply with Section 26.
Earthwork must comply with Sections 19 and 77-1.
73-1.02B Detectable Warning Surface
Replace Section 73-1.02B with:
Truncated domes or detectable warning surfaces must comply with Engineering Standard 4440.
73-1.03 CONSTRUCTION
73-1.03A General
Add to Section 73-1.03A.
Pour:
1. Mow curbs
2. Spandrels
3. Cross gutters
4. Other surface concrete
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As a complete unit. Stop concrete pours at expansion or cold joints as approved by the
Engineer.
Pour integral sidewalks monolithic with curb and gutter.
Complete the discharge within 1 hour or before 250 revolutions of the drum or blades,
whichever occurs first, after the introduction of cement materials to aggregates from batch
plant.
Install and finish concrete per the lines and grades shown. Finished concrete may not
deviate more than ¼” in 10 feet from the design grade, plane or curvature as shown. Finished
concrete that does not meet this requirement must be removed and replaced at your
expense.
Use a clean hair broom drawn lightly and transversely across to finish sidewalk and driveway
ramps.
Finish all edges with an edger.
Do not backfill and restore other improvements until the placed concrete reaches sufficient
strength to support the other improvements. Repair or replace all adjacent improvements to
a condition equal to that before the work began.
Sawcut, at the nearest score mark, concrete:
1. Sidewalks
2. Curb
3. Gutters
4. Driveways
Which must be removed to pursue the work.
When the nearest score mark is greater than five feet in distance from the work area, you
may request to establish a sawcut line at a distance of:
1. Five
2. Ten or
3. Fifteen
Feet from the nearest score mark. Distance is measured parallel to the curb face. The
Engineer may approve the request at their discretion. In all cases, concrete replacements
must be equal in dimensions to that removed with new score marks at the same location as
previously existing score marks. Make every effort to protect existing concrete improvements
and to match the existing improvements color and surface texture.
In the Village Style Sidewalk District, restore sidewalk with exposed aggregate sidewalk.
Any existing feature in the concrete that is:
1. Special
2. Unique
3. Unusual or
4. Historic nature
Must not be
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1. Replaced
2. Removed or
3. Altered
Without approval of the Engineer.
73-1.03B Subgrade Preparation
Add to Section 73-1.03B.
See Engineering Standards for typical Sections and depth of subgrade. Fill any excavation
made below the base subgrade with imported base material approved by the Engineer.
Prepare subgrade to optimum moisture content and compacted to a relative compaction of
ninety percent maximum density. Use mechanical compacting equipment.
At time of concrete placement, subgrade must be at optimum moisture.
73-1.03C Fixed Forms
Add to Section 73-1.03C.
The depth of the curb face form must be equal to the full-face height of the curb. Curb forms
must be held in place with iron stakes or clamps. Construct forms to be clear of the concrete
finishing operations.
73-1.03E Curing
Replace Section 73-1.03E with:
Immediately after completing the finishing operations, apply concrete curing compound
number 4 in compliance with Section 90-1.03B(3) which is a no pigmented curing compound
type 1 class B to all exposed concrete surfaces.
Add to Section 73-1.03.
73-1.03F Expansion and Contraction Joints
See Engineering Standards for locations of expansion and contraction joints.
Expansion joints may not be cut into concrete without prior approval of the Engineer.
Use dowels when:
1. New concrete street pavement meets existing concrete street pavement
2. New sidewalk, curb and gutter meets existing sidewalk, curb and gutter
3. Between concrete cross gutters and curb and gutter
Do not dowel curb and gutter into concrete street pavement.
73-1.03G Backfill and Cleanup
Remove all form and construction debris. Backfill all excavations to grade. Backfill all
landscape areas with clean native soil. The area adjacent to back of sidewalk must be:
1. Level
2. Properly sloped or
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3. Retaining wall constructed.
73-1.03H Asphalt Concrete Pavement
Where new curb and gutter or cross gutter abut an existing street, pavement removal and
replacement is required as shown in the Engineering Standards.
73-1.04 PAYMENT
Replace Section 73-1.04 with:
Full compensation for work specified in Section 73 and applicable Engineering Standards is
included in the payment for other bid items unless a bid item of work is shown on the Bid Item
List. Quantities of:
1. Curbs
2. Gutters
3. Sidewalks
4. Gutter depressions
5. Cross gutters
6. Driveways
7. Curb ramps
8. Island paving
Will be measured as indicated in the Bid Item List. Quantities will be determined by the count,
from the dimensions shown, or as ordered in writing by the Engineer.
You will not be paid for concrete placed in excess of these dimensions or for the cost of
restoration improvements damaged by your operations.
Concrete curb and gutter will be measured by the linear foot.
Driveway ramps will be measured by the square foot area between the expansion joint at
each side of the ramp, and between the outer lip of the gutter and the back of the driveway.
Sidewalk will be measured by the square foot, measured behind the curb line score mark on
integral construction.
Detectable warning surface is included in the payment for curb ramps. When detectable
warning surfaces are placed on an existing curb ramp, the detectable warning surfaces are
measured by the square foot.
Add to Section 73
73-5 VILLAGE STYLE SIDEWALK – EXPOSED AGGREGATE
73-5.01 GENERAL
Section 73-5 includes specifications for Village Style Sidewalk which is an exposed aggregate
sidewalk.
In compliance with the Guidelines and Standards for Historic Districts, for sidewalks in the
Village Historic District, existing sidewalk parkways must be retained. Detached sidewalks
with parkways must be installed with new sidewalk construction. Continuous hardscaped
parkways are not permitted.
70
73-5.01A Submittals
Provide submittals to the Engineer for the following:
1. Concrete mix design
2. Curing compound
3. Tile
4. Grout
5. Mortar
6. Seed Aggregate – surface aggregate
Prior to construction.
73-5.02 MATERIALS
Use Class 3 concrete.
Use Terrace unglazed ceramic tile, mission red, 1 foot squares or approved equal.
73-5.02A Mortar
Use:
1. One part waterproof cement
2. Four parts sand
3. No more than one part hydrated lime
For Village Style Sidewalk tile.
73-5.02B Grout
Grout for Village Style Sidewalk tile color to match sidewalk.
73-5.02C Seed Aggregate
Provide aggregate that is primarly comprised of colors of:
1. Red
2. Black
3. Brown
Provide course aggregate 3/8” pea gravel. Aggregate graded such that all the material
passes the 1/2-inch screen and not more than 5 percent passes the No. 4 sieve, under
California Test 202.
The same source rock shall be utilized for the entire project frontage.
73-5.03 CONSTRUCTION
For Village Style Sidewalk:
1. Form
2. Place Rebar
3. Pour concrete
4. Tamp
5. Screed
6. Seed Aggregate
7. Float
8. Expose Aggregate
Set tile in a mortar bed flush with adjacent surface.
71
Place all:
1. Sign posts
2. Utility vaults
3. Water meter vaults
4. Sewer cleanouts
Outside the tile row and install compliance with Engineering Standards.
The finished appearance of the exposed aggregate concrete sidewalk shall produce an
appearance and texture that matches the adjacent exposed aggregate sidewalk. Any
significant difference in texture or appearance between two adjacent concrete panels, as
determined by the Engineer, shall result in removal and replacement of concrete panels by
Contractor at no additional cost.
73-4.03A Seed Aggregate
Prior to the concrete placing operation, wash all seeding aggregate so that it is free of all:
1. Dust
2. Dirt
3. clay particles.
The aggregate must be in a damp condition but without free surface water at the time of
seeding application. Ensure there is sufficient select aggregate on hand to complete the
seeding once it has commenced.
Start the seeding operation immediately after the placement of concrete. Uniformly place
aggregate so that the entire surface is completely covered with one layer of stone. Remove
stacked stones.
The aggregate shall be embedded by suitable means. Care shall be taken to not over-embed
and deform the surface.
Without dislodging aggregate, remove excess mortar by lightly brushing surface with a stiff,
nylon bristle broom.
Spray surface with water and brush. Repeat water flushing and brushing cycle until cement
film is removed from aggregate surfaces to depth required.
73-4.03B Tile
Procedure for setting tile:
1. Set the tile in a full mortar bed.
2. Place damp cloth fabric over grouted tile joints immediately after completion and leave
overnight.
3. Clean tile with HILLYARD'S 777, or approved equal and seal with AQUA MIX “Grout
Sealer” or approved equal.
73-5.04 PAYMENT
Replace Section 73-5.04 with Section 73-1.04.
72
75 MISCELLANEOUS METAL
75-1.02 MISCELLANEOUS IRON AND STEEL
75-1.02A General
Replace last paragraph in Section 75-1.02A with:
Galvanize only metal materials specified to be galvanized as shown or as required in the
Engineering Standards.
73
77 LOCAL INFRASTRUCTURE
Replace Section 77 with:
77-1 EXCAVATION AND RESTORATION
77-1.01 GENERAL
Excavation and restoration consists of all necessary:
1. Clearing and grubbing
2. Sawcutting
3. Removal and disposal of asphalt concrete
4. Removal and disposal of concrete
5. Removal and disposal of excavated material
6. Backfill and compaction of excavation
7. Surface restoration
City streets are typically constructed of Asphalt Concrete or Portland Cement Concrete or a
combination of the two. Unless clearly indicated on the plans or the project’s Special Provisions,
it is your responsibility to determine the nature and depth of the street paving material.
Sawcut on all sides of:
1. Pavement
2. Curb
3. Gutter
4. Sidewalk
Do not overcut the corners. If corners are overcut, corners must be repaired to the satisification
of the Engineer.
Earthwork must comply with Section 19.
Prior to excavation. If there is the possibility of a Section of pavement breaking out between the
excavation and a nearby crack or joint, remove pavement up to the crack or joint and the true-up
the edges. Additional sawcutting may be required prior to paving operations if surroundings are
damaged during work. Where the pavement edges have raveled or broken out in an irregular
fashion due to work, you must "true-up" and square off the pavement edges to provide a neat
and regular appearance, as directed by the Engineer. All trimmed edges must have a straight
and vertical face at least 1½ inches deep prior to resurfacing.
Concrete must comply with Section 90.
Use Class 2 concrete for thrust blocks and encasement. You may use Class 1, or other
approved mix.
Excavation and restoration includes removal of concrete.
Protection and restoration of survey monuments and bench marks must comply with Section
5-1.26 and 5-1.36.
Reinforcement steel must comply with Section 52.
74
77-1.02 MATERIALS
77-1.02A Base Materials
Unless shown otherwise, concrete street pavement or thickened asphalt concrete Section
pavement base Section may be one of the following:
1. Slurry cement backfill
2. Class 2 aggregate base
3. Class 2R aggregate base (in public right-of-way only)
4. Class 3 aggregate base
5. Select backfill material
Provided the base is brought to pavement subgrade and meets all specified requirements for
compaction.
77-1.02B Slurry Cement Backfill (One Sack)
Slurry cement backfill must comply with Section 19-3.02D.
Reduce the cement content of slurry specified in Section 19-3.02D from 188 pounds per cubic
yard to 94 pounds per cubic yard.
If slurry is placed in area without sufficient access to verify all voids have been filled as
determined by the Engineer, vibrate slurry into place.
77-1.02C Tracer Material
77-1.02C(1) Tape
Use magnetic tape.
Place tracing tape material in trenches over underground pipe lines.
77-1.02C(2) Wire
Place tracer wire, AWG #12, in trenches as required in the Engineering Standards.
Coil approximately 12 inches inside associated valve wells for easy access for pipeline locating
work. Place wire on outside of stacking.
77-1.02C(3) Tracter Material Testing
Use utility locater to locate all tracer material after backfill and compaction but prior to paving.
Repair any discontinuous tracing tap or wire and repeat test until completed successfully.
77-1.03 CONSTRUCTION
77-1.03A Excavation
77-1.03A(1) Utilities
Underground facilities may or may not be shown, take precautions to preserve and protect any
facility whether shown or not. You must determine the grade and location of the public utility
facilities such as:
1. Telephone poles
2. Telephone conduit
3. Fiber lines
4. Underground conduit
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5. Sewer mains
6. Sewer laterals
7. Water mains
8. Water services
9. Electrical lines
10. Storm drains
11. Gas mains
12. Gas services
In order to conduct the work, prevent damage, and interrupted utility service.
Mark out the area to be excavated. Obtain USA markings by calling USA 1-800-642-2444.
Notify the Engineer that the site is ready for review.
The City is not responsible for any
1. Damages
2. Costs
3. Delay
4. Expenses
To the you resulting from a third party underground facility operator’s failure to comply with
stipulations as set forth in 4216.7.(c) of California Government Code.
Pothole existing utilities in advance of pipe installation work to allow for adjustment in
elevation of the new pipe and provide required clearance between the new pipe and the
existing utility. Pothole and expose all utility lines as required by utility owner. Protect
existing public facilities and private improvements from damage.
If, in the opinion of the Engineer, you are not taking all possible precautions to prevent damage
to underground improvements, the Engineer may stop any and all operations. Operations will
remain stopped until a determination is made as to the procedure to follow to protect and reduce
the possibility of damage to the improvement.
If any damage is done to an underground facility caused by your negligence, as determined by
the Engineer, repair the damage or have the damage repaired at no cost to the City.
Any and all expenses that the City incurs having damage repaired will be deducted from the last
payment for the project. Payment amount will be determined in compliance with Section 9-1.23.
77-1.03A(1)(a) Waterlines
You should expect to find thrust blocks at:
1. Existing bends
2. Tees
3. Crosses
4. Line ends
Restore required thrusting as directed by the Engineer. No additional payment will be made
for the removal and restoration of existing trust blocks as needed to complete the work.
76
77-1.03A(1)(b) Sewerlines
Every property has one or more sewer laterals. Sewer laterals are private owned and will not
be marked by Underground Service Alert. You must make an effort to locate and protect the
lateral. If you damage a sewer lateral you must repair the damage.
When sewer mains or sewer laterals are encountered in the trench and they interfere with the
laying of the pipeline, you must excavate the trench to such a depth and length to permit the
installation of the new pipeline. If in the opinion of the Engineer, a larger excavation will not
allow for installation of the new pipeline you may:
1. Remove the sewer main or sewer lateral
2. Lay the new pipeline
3. Repair the Section of removed sewer facility in compliance with Section 77-3.03F(3)
77-1.03A(2) Tree Protection
77-1.03A(2)(a) Protection Fences
Install a 5-foot tall fence around drip-line of trees to be saved, or as directed by the Engineer,
before any work starts on the site.
The tree protection fence must be orange safety fencing secured with steel t-post set at 8 feet
on center.
Tree protection fences must:
1. Remain in place
2. Continually maintained
3. Removed as the last item of contract work.
77-1.03A(2)(b) Pruning
Pruning of tree limbs will only be allowed if approved by the Engineer. Tree pruning must be
done by a certified arborist per International Society of Arboriculture (ISA) standards.
77-1.03A(2)(c) Parking And Storage Of Building Materials
Do not:
1. Park vehicles
2. Park construction equipment or
3. Stockpile
Within the drip-line of trees to be saved.
77-1.03A(2)(d) Dumping
Do not deposit:
1. Water
2. Waste or
3. Construction materials
Within 20 feet of drip-line of trees to be saved.
77-1.03A(2)(e) Herbicide Use
Do not use herbicide including pre and post emergent within 20 feet of drip-line of trees to be
saved.
77
77-1.03A(2)(f) Trunk Protection
Do not attach anything to any portion of trees to be saved. If you wound a tree to be saved,
immediately expand tree protective fencing and treat tree wound to the satisfaction of the
Engineer. If severe tree damage occurs you may be fined in compliance with the City’s tree
ordinance.
77-1.03A(2)(g) Excavation, Grading, Trenching And Boring
No trenching of any depth will be allowed within the drip-line of trees or shrubs to be saved,
unless approved by the Engineer. If you plan to trench within 20 feet of the drip-line of tree to
be saved, layout trench location with chalk or paint, and notify the Engineer for review and
approval before trenching work begins. If the Engineer approves trenching within the drip-line
of trees or shrubs to be saved, trenching excavation must be done by hand. Trenching
outside the drip-line of trees to be saved and within 20 feet of drip-line of trees to be saved is
not required to be completed by hand.
No grading cuts or fills will be allowed within the drip-line of trees to be saved, unless
approved by the Engineer.
During excavation if any roots are encountered less than 2 inch in diameter, the root may be
cut by hand leaving a square end.
During excavation if any roots are encountered greater than 2 inch in diameter, the root must
be protected from:
1. Scarring
2. Drying
3. Then tunneled under.
If the root cannot be protected, you must schedule the Engineer and City Arborist to review
excavation and give direction.
Shade roots from direct sunlight when exposed in open trench. The Engineer prior to
backfilling trench must review pruned or cut roots. Trench must be backfilled within 24 hours
of encountering roots.
All directional boring within drip-line trees to be saved must maintain a minimum depth of 5
feet.
If severe tree or root damage occurs you may be fined in compliance with the City’s tree
ordinance.
77-1.03A(2)(i) Tree Removals
Trees not shown and identified on the plans to be removed, but are required to be removed in
order to complete the work, are subject to the City's tree removal policies and procedures.
Coordinate tree removal policy compliance with Engineer.
77-1.03A(2)(j) Tree Protection Plan
If the approved project plans preclude compliance with all requirements of Section 77-
1.03A(2), you must provide the services of a Certified Arborist to develop a tree protection
and monitoring plan and implement the plan. The tree protection plan must include:
1. Establishment zones of protection for each tree
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2. Provide pre-construction worker training
3. Site monitoring during construction
4. Recommended treatments for tree wounds if damaged
5. Identify post construction inspection and maintenance requirements.
Submit plan to Engineer for review and approval prior to the start of any site work.
77-1.03A(3) Groundwater
Provide and operate pumps or other devices that may be necessary for the removal of water
from excavation during construction. Remove groundwater by laying rock or gravel on the
bottom of the excavation or by other means that prevents groundwater from softening the
bottom of the excavation. At the direction of the Engineer, install trench plugs to prevent ground
water from traveling over long distances in a trench.
77-1.03B Trench Construction
77-1.03B(1) General
Increase excavation width to provide for pipeline clearance as require in Engineering Standard
as well as any necessary shoring.
Excavation at least one foot beyond limits of structures.
If you are unable to maintain minimum trench width required in the Engineering Standards,
the Engineer may allow a narrower trench. If the Engineer allows a narrower trench, the
Engineer may require crushed rock bedding and different backfill materials in order to
compensate for additional loading on the pipe.
During excavation for underground utilities, if solid rock or other unyielding materials is
encountered, excavate an additional six inches minimum trench depth. Backfill additional
excavation with pipe bedding material and compact by mechanical means to a relative
compaction of 90 percent. Pipe bedding must be true to the design line and grade.
During excavation for underground utilities, if soft or unsuitable materials are encountered,
excavate an additional 12 inches minimum trench depth. Backfill additional excavation with
float rock material or as directed by the Engineer. Float rock bedding must be true to the
design line and grade for the normal trench bottom.
Methods of excavation and the shoring must be in compliance with the
STATE CONSTRUCTION SAFETY ORDERS
Issued by the Division of Industrial Safety. Failure to comply with any of these:
1. Rules,
2. Orders
3. Regulations
Is sufficient cause for the Engineer to immediately suspend all work. Compensations for
losses incurred by you due to an suspension will not be paid. During backfilling operations
the bottom of the shoring must be kept above the level of the backfill at all times.
Coordinate with the Engineer and provide 24 hours notice for the following:
1. Backfill material samples
2. Pipe inspection
3. Backfill of trenches
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4. Compaction testing
5. Excavating testing holes
77-1.03B(2) Trench Bedding
Use select backfill material in compliance with Section 26 and applicable Engineering
Standards for bedding and backfill of pipes.
Place bedding in the bottom of the trench in compliance with Engineering Standards and
mechanically compact up to the grade of the bottom of the pipe. Excavate by hand the area
for:
1. Bells
2. Collars
3. Valves
4. Fittings
A firm and compacted uniform bearing is required throughout the entire length of the pipe.
77-1.03B(3) Pipe Laying
After the bedding has been properly placed in the bottom of the trench, the pipe may be laid
and inspected. Do not:
1. Block
2. Wedge or
3. Supporting the pipe on earth mounds in the trench.
Lay pipe at the design line and grade. Lay pipe on a firm bed and have a true bearing of its
entire length. Make adjustments to line and grade by scraping away or filling the bedding under
the body of the pipe.
Inspect all pipes for defects prior to installation. Visually inspect the spigot end of pipe and true
up and remove any lumps or ridges. Do not install any pipe this is cracked or has any other
defect. Wipe and clean all:
1. Pipes
2. Valves
3. Fittings
As they are installed. Remove any earth or rubbish lodged inside before laying pipe. Plug or
cover all pipe ends before work stops for any reason. The interior of the pipe must be free from
all dirt and foreign matter as the work progresses and left clean at its completion.
Cut all pipes completely through with an approved pipe cutting disk or saw. Do not:
1. Break
2. Chip or
3. Use cutting torches
To cut pipe. Bevel pipe ends, 1/8 of inch at 30-degree angle, removing all sharp edges. Use
course file or portable grinder to make bevel. You may only snap cut asbestos cement pipe.
Length of pipe may not be used to drive the spigot of one pipe into the bell of another pipe.
In general, the pipe must be installed in compliance with the manufacturer's recommendations.
Place concrete thrust blocks and collars where called for.
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77-1.03B(4) Initial Backfill
Use select backfill material in compliance with Section 26 and applicable Engineering
Standards for bedding and backfill of pipes. Upon approval of the Engineer, place backfill
material on both sides and over the top of the pipe per the Engineering Standards. By
mechanical means, thoroughly compact backfill.
Jetting may be used when recommended by an independent soils engineer. Take proper
precautions when jetting to prevent floating of the pipe or other damage. You are responsible
for all damage caused by jetting.
77-1.03B(5) Subsequent Backfill
After the initial backfill has been completed, place select backfill material in the trench and
thoroughly compact, in compliance with Engineering Standards, to grade and elevations as
shown.
77-1.03B(6) Compaction
Compaction testing requirements must comply with Section 6-3.05A. If compaction does not
meet requirements, excavated and re-compact until necessary compaction is achieved.
Compaction will be retested, at your expense.
77-1.03C Temporary Paving and Steel Plates
77-1.03C(1) Temporary Paving
Provide temporary cold mix paving or steel plates to cover excavated areas within the public
right-of-way:
1. After excavation is backfilled and compacted, or
2. At the end of the work day.
When excavation restricts driveway access steel plates must be on-site and available to
bridge excavation and provide access to driveways.
Excavation must be backfilled, compacted and tested at the end of each day. Place a
minimum of 1½ inches of cold mix at the top of excavation, flush with adjacent surfaces, and
maintain smooth temporary cold mix paving at all times. Replace temporary cold mix paving
with permanent restoration of:
1. Pavement
2. Curb
3. Gutter
4. Sidewalk
Within:
1. Four weeks of the initial excavation, or
2. After one week where no work is completed within excavation, or
3. As directed by the Engineer.
77-1.03C(2) Steel Plates
When excavation cannot be:
1. Backfilled
2. Compacted
3. Temporarily paved
Within 1 work day,
4. Excavation shoring and
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5. Steel plates
Must be installed in and over excavation.
Steel plates may not cover excavation for more than 48 hours without approval of the
Engineer. Steel plates must conform to the following minimum requirements:
1. Steel plates used for bridging must extend a minimum of 12 inches beyond the limits
of excavation.
2. Steel plates must be non-skid.
3. The excavation must be adequately shored to support traffic loads.
4. Use temporary cold mix paving to feather the edges of the steel plates for method 2
installations.
5. Secure steel place against displacement with adjustable cleats, shims or other
devices.
6. Steel plates may not be used in The Village Core Downtown that would be in place
during any festivals, events or parades.
7. The Engineer may require cold planning of the pavement to a depth equal to the
thickness of the steel plate for the length and width of the steel plate. Otherwise,
provide a ramp to steel plate using temporary cold mix paving at a maximum slope of
8.5 percent with a minimum taper length of 12 inches.
8.
9. If required by the Engineer, provide a rough road sign (MUTCD W8-8) in advance of
steel plates.
10.
The following are the required minimum thicknesses for steel plate bridging required for a given
trench width:
Trench
Width
Minimum Plate
Thickness
12 inches ½ inch
18 inches ¾ inch
24 inches Ǭinch
36 inches 1 inch
48 inches 1¼ inches
For spans greater than 48 inches, steel plate design must be prepared by a registered civil
engineer and submitted to the Engineer for review and approval. Steel plate design loading
must conform to HS20-44 truck loading per Caltrans Bridge Design Specifications Manual.
Failure to:
1. Maintain temporary cold mix pavement,
2. Maintain steel plates, or
3. Complete permanent restorations in required timeframe to the satisfaction of the
Engineer,
Is cause for the Engineer to stop other work until repairs or permanent restorations are
completed.
77-1.03D Surface Restoration
Restore any damaged
1. Facilities or
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2. Improvement
And provide new finished
3. Facility or
4. Improvement
As specified and per Engineering Standards.
77-1.03D(1) Portland Cement Concrete Pavement
Place, consolidate, and finish concrete street pavement.
77-1.03D(2) Asphalt Concrete (AC) Pavement
Asphalt concrete and tack coat must comply with Section 39.
Tack pavement subgrade and all sides of trench or excavation.
Remove any temporary cold mix paving and backfill as required to construct new asphalt
concrete pavement Section.
Cored excavation up to 8 inches in diameter may be repaired:
1. In compliance with Engineering Standard 6050, or
2. By backfilling void with slurry in compliance with Section 77-1.02B vibrated into place.
Pave back with 6 inches of hot mix asphalt concrete. This repair may only be
completed in streets without concrete pavement.
3.
Prior to placement of:
1. Overlays,
2. Pavement fabrics,
3. Grids,
4. Prime coat, or
5. Tack coat,
Repairs must be made to the existing roadway. This work consists of the removal existing
pavement in areas marked in the field, on the plans, or as directed by the Engineer.
Roadway repair activities must be scheduled and performed on rain-free days. At no time is
the soil beneath the existing pavement material to be exposed to rain or other adverse
weather conditions.
Remove existing asphalt concrete pavement areas by sawcutting or by grinding. Import class
2 aggregate base as necessary and compact to ninety-five percent relative compaction.
Class 2 aggregate base must comply with Section 26. Compact the top 6 inches of base
materials.
Apply a tack coat to the edges of the existing asphalt pavement prior to new asphalt
placement.
Pave all excavated areas with asphalt concrete. Place and compact asphalt concrete to a
minimum of ninety five percent density and match the grades of the existing pavement. Areas
inaccessible to rollers must be compacted with a high impact power compactor capable of
attaining the same compaction as the rolled areas. Relative compaction will be determined by
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California Test 375.Laboratory specimens will be compacted in compliance with California
Test 304.
If the corners are overcut, fill the overcut voids with asphalt fines.
Seal trench edges using Henry’s 532 Driveway Asphalt Resurfacer or equal as directed by the
Engineer.
Cover road repair with steel plate if adequate time for asphalt cooling is not available prior to
opening roadway for public traffic.
77-1.03D(3) Sidewalk, Curb And Gutter Restoration
Sidewalk, curb and gutter restoration must comply with Section 73.
77-1.03D(4) Traffic Stripes, Pavement Markings, And Pavement Markers
Traffic stripes, pavement markings, and pavement markers must comply with Section 84.
77-1.04 PAYMENT
Full compensation for work specified in 77-1 and applicable Engineering Standards is
included in the payment for other bid items unless a bid item of work is shown on the Bid Item
List. Additional trench bedding material directed by the Engineer is paid per Section 9-1.06.
Full compensation for extra cutting and trimming to true-up and square off the pavement
edges is included in the payment for other bid items unless a bid item of work is shown on the
Bid Item List.
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77-2 WATERLINES
77-2.01 GENERAL
Section 77-2 includes general specification for potable water pipelines and appurtenances.
Potable water pipeline installation must conform to these specifications and the American Water
Works Association (AWWA) requirements.
Do not turn any valves in the City water system. Contact the Engineer at least 48 hours in
advance of the need, and the Engineer will coordinate that work.
Work must comply with Section 77-1.
77-2.02 MATERIALS
77-2.02A General
Water system main pipeline may be Ductile Iron or PVC. Water system services may be
Copper, Polyethelene or Schedule 80 PVC.
77-2.02B Pipe
77-2.02B(1) Ductile Iron Pipe
Ductile iron pipe must:
1. Be centrifugally cast
2. Be ductile iron pipe
3. Have end joint which employs a single elongated rubber gasket such as Tyton Joint or
an approved equal.
4. Have a pressure class 150 minimum for potable water systems
5. Have coated outside
6. Be lined inside with seal-coated cement lining of 1/16 inch minimum thickness, all
conforming to applicable ASA and AWWA Specifications.
77-2.02B(2) Polyvinyl Chloride (PVC) Pipe
Polyvinyl Chloride (PVC) pipe must:
1. Comply with AWWA C900 Standards
2. Be pressure class 235, DR-18
3. Be blue in color.
77-2.02B(3) Polyethylene Tubing
Polyethylene tubing must:
1. Be pressure rated for 200 psi
2. SDR-9 conforming to ASTM D-2737 and AWWA C901 standards
3. Copper tube size for diameters greater than 1 inch
4. Iron pipe size for diameters 1” and smaller
5. Be manufactured for use with standard compression fittings
6. Clearly marked showing:
a. Manufacturer’s trade name
b. Nominal size
c. Type of material
d. Pressure rating
e. Seal of approval of an accredited testing laboratory.
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77-2.02B(4) Solid Sleeves
Solid sleeves must be ductile iron with flanged or mechanical joints ends. Minimum sleeve
length is 1 foot.
77-2.02B(2) High Density Polyethylene (HDPE)
Use:
1. Virgin grade
2. High molecular weight
3. Standard Dimension Ration (SDR) 11
4. Iron Pipe Size (IPS)
High Density Polyethylene (HDPE) pipe made in diameter and tolerances in compliance with
the latest version of ASTM D3035.
Furnish complete with all fabricated fittings, and other appurtenances as necessary, for a
complete and functional system.
The pipe must be free of:
1. Visible cracks
2. Holes
3. Foreign inclusions, or
4. Other defects.
Any pipe not meeting these criteria will be rejected.
The pipe must be clearly marked with the following:
1. Name and trademark of manufacturer
2. Nominal pipe size
3. Dimension ratio
4. The letters PE followed by the polyethylene grade per the latest version ASTM D1248
5. Hydrostatic design basis in psi
6. Manufacturing standard reference
7. A production code from which the date and place of manufacture can be determined.
The material must be listed by the Plastic Pipe Institute (PPI) with a designation of PE 3408 and
have a minimum cell classification of:
1. 345434C
2. D, or
3. E
As described in latest version of ASTM D3350.
Pipe material must meet the requirements for:
1. Type III
2. Class B or C
3. Category 5
4. Grade P34
Material as described in latest version of ASTM D1248.
Provide submittals on furnished pipe from manufacturer certifying pipe is in compliance with:
1. Specifications
2. Codes
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3. Standards
Any pipe segment that has cut in the pipe wall exceeding 10 percent of the wall thickness
must be cut out and removed from the site.
Store pipe so that it is not deformed.
77-2.02C Joints and Fittings
All fittings must be cement lined by the centrifugal process in compliance with USA Standard
A21.4, as amended to date. Cement lining must be standard thickness. Joint and fitting types
must be:
1. Mechanical
2. Compressed gasket,
3. Flanged, or
4. Flexible coupling type.
Mechanical joint type fitting, gasket, gland and bolts must class 250 ductile iron and conform
to:
1. USA Standard A21.10
2. USA Standards A21.11 (AWWA C111)
3. USA Standard A21.12 (AWWA C112)
4. WW-P-421c
5. WW-P-360b
Compressed gasket joint type must use a single elongated rubber gasket to seal joint such as
Tyton Joint, or an approved equal.
Flange joint bolts must be stainless steel type 304 installed using anit-sieze lubricant.
Flexible coupling type must be:
1. Ford,
2. Romac,
3. Smith Blair, or
4. Approved equal.
The couplings must be straight or transition as shown.
77-2.02D Valves
77-2.02D(1) Gate Valves (3 inch to 8 inch)
All gate valves must be:
1. Mueller 2360,
2. Mueller 2361, or
3. Approved equal meeting the following requirements:
a. Mechanical joint or flange
b. Resilient seated with fully encapsulated gate
c. Epoxy coated inside and outside
d. Full-size waterway.
e. Open to the left
f. Non-rising stems with o-ring seals
g. Complete with cast iron glands
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h. High strength cast iron tee-head bolts and hex nuts
i. Plain rubber gaskets conforming to ASA specification A21.11.
j. 200-psi working pressure rating
k. Tested to 400 psi
l. Meet the requirements of AWWA C-509.
77-2.02D(2) Butterfly Valves (10 inch to 24 inch)
All butterfly valves must be:
1. Mueller Line Seal III, or
2. Approved equal meeting the following requirements:
a. Rubber-seated, tight-closing type.
b. Valves to have mechanical joint per AWWA Specification C111.
c. Accessories (bolts, glands, and gaskets) must be supplied by the valve
manufacturer.
d. Valves must use full AWWA C504 Class 1500 valve-shaft diameter
e. Valve must use full Class 150B underground-service-operator torque rating
throughout entire travel.
f. Valve body must be high strength Cast Iron ASTM A126 Class B with 18-8
Type 304 stainless steel body seat.
g. Valve must be high strength cast iron ASTM A48 Class 40
h. Valve must have a rubber seat mechanical secured with an integral 18-8
stainless steel clamp ring and 18-8 stainless steel nylon locked screws.
i. Valve rubber seat must be full circle 360o seat not penetrated by the valve
shaft.
j. Valve shaft must be one piece, extending full size through the entire valve
operator with no neck down, keyways or holes to weaken.
k. Valve operator must be of the traveling-nut type, sealed, gasketed, and
lubricated for underground service.
l. All valves must be open left, and be equipped with a 2-inch AWWA operating
nut.
m. Valve must meet or exceed performance requirements of AWWA Specification
C504.
n. When depth of valve operating unit exceeds 36”, the operating nut must be
extended to within 24” of ground surface.
o. Valve with operator and extension stems must be totally enclosed, watertight,
grease packed, 30-turn minimum, and be Henry Pratt Co. "Groundhog"
assembly or an approved equal.
p. Protective coating that is suitable for buried service.
77-2.02D(3) Check Valves
Gate valves must be:
1. Mueller, or
2. Approved equal meeting the following requirements.
a. Iron body
b. Bronze mounted
c. Swing check valves with outside spring and lever.
d. Bronze valve seat ring must be back-faced and screwed into an accurately
machined body
e. Cast iron gate mounted with a bronze gate ring.
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f. Gate rings machined to provide a water-tight surface.
g. Gate must be hung solid bronze hinges and stainless steel hinge pins
h. Minimum working pressure of 150 psi.
77-2.02D(4) Air Release Valves
Air release must be a combined air release and vacuum in compliance with Engineering
Standards.
77-2.02E Chlorine
Hypochlorites must conform to the American Water Works Association Specification B300-55
AWWA "Standard for HypoChlorites".
Liquid Chlorine must conform to the American Water Works Association Specification
B301-57T, "Tentative AWWA Standard for Liquid Chlorine".
77-2.03 CONSTRUCTION
77-2.03A Pipe Laying
Any deflection must be taken up in the length of pipe and not the joint. In all cases deflection
must not exceed the manufacturer’s recommendation.
Standard laying lengths for pipe is 20 feet + 0.3 feet for all pipe diameters. Random lengths of
pipe may not be used.
77-2.03A(1) Asbestos Cement Pipe
Asbestos Cement Pipe must not be used for new installations. When working with asbestos
cement pipe, provide documentation that employees have received required training per
OSHA.
Methods of work must comply with OSHA and other legal guidelines to prevent the release of
fibers. Asbestos cement pipe may be cut only by an approved method and in compliance with
OSHA guidelines. Sawing, grinding, drilling or any other activity that could result in the
release of asbestos fibers is prohibited.
Asbestos Cement Pipe, if not either:
1. Broken
2. Crushed
3. Friable
It is not a hazardous waste. Verify with landfill prior to disposal.
77-2.03A(2) Poly Vinyl Chloride (PVC) Pipe Installation
Install PVC water pipe in compliance with AWWA C605 Standards.
77-2.03B Joints and Fittings
Install joints and fitting in compliance with manufacture’s recommendations and this Section.
Provision must be made for expansion and contraction at each joint with an elastomeric ring.
77-2.03B(1) Mechanical Joints
Clean length of ends of pipe of all
1. Oil
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2. Grit
3. Other foreign material
By brushing with a wire brush and then painted with a soap solution made by dissolving
1/2 cup of granular soap in one gallon of water.
Install mechanical joint by:
1. Place the gland on the pipe with lip extension of the gland toward the socket or bell
end of the joint.
2. Paint the rubber with the NSF approved pipe joing lubricant and place on the pipe with
the thick edge toward the gland.
3. Push the pipe into the bell to seat the spigot and gasket into place.
4. Gasket must be evenly located around the entire joint.
5. Place the gland against the gasket.
6. Insert the bolts and place the nuts and tighten with torque wrench.
7. Tighten nuts one hundred eighty degrees (180o) apart alternately, to produce an equal
pressure on all parts of the gasket.
8. Torque 90 foot-pounds.
77-2.03B(2) Compressed Gasket Joints
Install compressed gasket joint by:
1. Wipe gasket and gasket socket clean with a cloth or brush.
2. Insert gasket into socket with thickened edge entering first.
3. Gasket groove must fit over bead in socket.
4. Apply a thin film of lubricant on portion of gasket that will come in contact with the
entering pipe.
5. Wipe clean and place in proper alignment the plain beveled end of pipe with the bell of
the pipe to be joined.
6. Apply a film of lubricant to the outside of the plain end for a 2 inch length. No foreign
materials on lubricant will be allowed.
7. Fit the plain end of the pipe into the socket so that it is in contact with the gasket.
8. Join the pipes by exerting sufficient force on the plain end pipe and is moved past the
gasket making contact with the socket.
77-2.03B(3) Flanged Joints
Tighten nuts one hundred eighty degrees (180o) apart alternately to produce an equal
pressure on all parts of the flange and gasket.
77-2.03B(4) Flexible Couplings
Reserved.
77-2.03C Fire Hydrant
Set hydrant plumb and make connection to water supply per Engineering Standards.
Clean hydrant of all:
1. Oil
2. Grease
3. Concrete splatters
4. All deleterious materials
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77-2.03D Valves and Valve Wells
Construct valve wells in compliance with Engineering Standards. Install valves in compliance
with manufacturer's recommendation. Visually inspect the interior edge of the pipe that it is
fitted to by turning the valve to ensure the rubber seal of the valve does not come into contact
with the pipe. The interior edge of the pipe may need to be beveled to avoid contact and tearing
of the rubber seal.
Complete paving work and construct valve well to final finished street grade.
Valve wells located outside of paved area must be raised 6 inches above finished grade.
Construct concrete collar sloped away from valve well.
77-2.02E Hand Wheels
Furnish and install all hand wheels as shown and in compliance Engineering Standards.
77-2.03F Water Services
Construct water service pipeline to convey water from the water main to the water meter using
new water tubing.
Install water services in compliance with Engineering Standards. The Engineer must approve
all tools and equipment used for installation.
77-2.02G Tapping Sleeves
Furnish and install tapping sleeves with all necessary gaskets in compliance with Engineering
Standards.
77-2.03H Existing Water Pipes
All new water pipe must be tested in compliance with Section 77-2.03J, and approved by the
Engineer, prior to connection to the existing water system.
At a minimum, 24 hours in advance of connection to existing water pipe, pothole and verify
existing pipe:
1. Depth
2. Diameter
3. Fitting needs.
Swab the interior of all pipes with a one (1) to five (5) percent hypochlorite disinfecting
solution. Connect new water pipe to existing water pipe as shown. The connection detail as
shown represents the approved connection detail and location. If you wish to make an
alternate connection to the existing water system, provide a detailed drawing to the Engineer
for review and approval.
Do not shutdown the existing water system. The Engineer will coordinate the shut down of
the existing water system for new pipeline tie-ins. Notify the Engineer 24 hours in advance of
need to shut down the existing waterline. In all cases an effective shut down may not be
possible, and you must work in wet conditions. Anticipate working in wet conditions. No
payment will be made for delays or additional cost for inability to shutdown the existing water
system.
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When installing new water pipe in replacement of existing water pipe, the new water pipe must
be brought into service and existing water pipe abandoned prior to moving into the next
segment of new water pipe installation.
77-2.03H(1) Abandonment Of Waterlines
Abandon existing water system facilities taken out of service in compliance with Engineering
Standards.
To abandon existing water services:
1. Excavate to existing water pipe at water service tube location.
2. Turn off corporation stop.
3. Disconnect existing water service tube from corporation stop.
4. Cap existing corporation stop.
5. Remove, cap or plug existing water service tube.
6. Remove existing water meter box.
7. Remove, cap or plug existing water service tube.
8. Inspect saddle and replace if needed.
77-2.03H(2) Coordination And Notification
Coordinate water service disruptions to take place during the least impactful times to facility
operations, day or night, for the following facilities:
1. Schools
2. Senior living complexes
3. Commercial business properties
4. Motels
5. Hotels
6. Restaurants
7. Hospitals.
The Engineer will provide you with a map showing the affected area of a water shutdown. You
must notify all affected water users.
Water shutdown will disrupt fire sprinkler systems. Notify Five Cities Fire Authority and
Building Offical prior to shutdown. Notify property owners with fire sprinkers of fire watch
requirmenets. Fire watch requirements are as follows:
2013 California Fire Code - 901.7 Systems out of service.
Where a required fire protection system is out of service, the fire department and the
fire code official shall be notified immediately and, where required by the fire code
official, the building shall either be evacuated or an approved fire watch shall be
provided for all occupants left unprotected by the shutdown until the fire protection
system has been returned to service.
Where utilized, fire watches shall be provided with at least one approved means for
notification of the fire department and their only duty shall be to perform constant
patrols of the protected premises and keep watch for fires.
Public notification must comply with Section 7-1.03A. Include in the notification:
1. Construction company name
2. Contact phone number
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3. Date of shutdown
4. Time of shutdown
5. Fire watch notification
Five working days and again two working days, prior to water shutdown notify:
1. Schools
2. Senior living complexes
3. Commercial business properties
4. Motels
5. Hotels
6. Restaurants
7. Hospitals
Notify all affected users one working days prior to water shutdown.
Notify the Engineer one working days prior (or with first public notice) to water shutdown in
order to schedule exercising of existing valves to accommodate service interruption.
All service interruption or shutdowns are limited to four hours without prior approval of the
Engineer.
77-2.03I Compliance with Public Health Code
Pipeline installation must comply with Section 64630, Title 22, of the California Administrative
Code and AWWA Standards.
77-2.03J Testing
All new:
1. Water pipe
2. Water tubes
3. Valves
4. Joints and fittings
5. Fire lines
6. Services
7. Other water facilities
Must be tested prior to service.
Testing procedure for new water facility installations are:
1. Install water sampling station and temporary blow-offs – see Section 77-2.03J(1)
2. Flush and load new water facility – see Section 77-2.03J(2)
3. Two hour pressure test – see Section 77-2.03J(4)
4. Disinfect new water facility – see Section 77-2.03J(3)
5. Allow pipeline to disinfect for 24 hours – see Section 77-2.03J(3)
6. Flush and load new water facility – see Section 77-2.03J(2)
7. 24 hour bacteria and chlorine test. Test chlorine levels for maximum level of chlorine
residuals of one (2) part per million and bacteria contamination (non-spore forming) –
see Section 77-2.03J(3)
8. Remove sampling station and temporary facilities
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Provide the Engineer proposed testing and flushing methods as well as schedule for review and
approval prior to starting testing work. Repeat testing procedure as directed by the Engineer if
any portions of the new water facility fail testing.
77-2.03J(1) Sampling
Provide sample station. Sampling station may be a threadless hose bib or other flow-
controlling valve connected to the new water facility at either:
1. Fire hydrant
2. Blow-off
3. Backflow, or
4. Corporation stop
Located at the most remote point of the facility to be tested. Hose bib or other flow-
controlling valve must be a minimum of 1 foot above grade.
Notify the Engineer, at a minimum, two working days in advance of each sample need.
Samples are taken between 8:00 A.M. and 1:00 P.M. Monday through Friday, excluding City
holidays.
77-2.03J(2) Flushing
Flush new water facilities at a rate of 2.5 cubic feet per second flush flow.
Install temporary blow-off per Engineering Standards as needed to load or flush new water
facilities. Submit temporary blow-off locations to the Engineer for review and approval prior to
installation.
Remove water and debris from new water facility by flushing and placing into truck or tank.
Continue to flush new water facility until residual chlorine is removed.
Do not allow any water or chlorine solution into the street and storm drains.
77-2.03J(3) Disinfection
Disinfect all new water facilities must comply with AWWA C651 Standard.
Place calcium hypochlorite granules or tablets in the main during construction; completely
filling the main to eliminate air pockets with chlorinated water, free chlorine concentration of
not less than 50 mg/L.
After 24 hours, flush water in compliance with Section 73-3.03J(2).
Load pipeline with water. Wait at least twenty-four (24) hours and test water for:
1. Chlorine level which must be less than one (2) part per million
2. Bacteria contamination (non-spore forming)
Repeat flushing and disinfection until all requirements of this section are achieved.
77-2.03J(4) Pressure
Pressure testing of new water facilities must comply with AWWA C605 Standards. All new water
facilities must be pressure tested, after water facilities:
1. Have been placed and isolated from the existing water system
2. Trenches have been backfilled
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3. Concrete thrust blocks have cured for a minimum of 36 hours
You may pressure test a new water facility against an existing valve that is closed at your own
risk. Existing valves may leak. If the valve leaks, resulting in a failed test, you are responsible
to modify the new pipe work by adding temporary blow-offs or other method, approved by the
Engineer, to allow the testing to occur at no additional cost to the City.
If hydrants or blow-offs are not available for expelling air, provide taps at highest points of
elevation prior to testing. Insert plugs into pipe taps after tests are complete.
Pressure test new water facilities as follows:
1. Pressurize new water facility to 1.5 times the working pressure of adjacent pipeline
facilitiies
2. Maintain pressure for two hours within 5 psi of test pressure.
3. Evaluate leakage.
Remove and replace any defective:
1. Pipes
2. Fittings
3. Valves
4. Hydrants, or
5. Consumer water services
Discovered during pressure test and repeat test.
77-2.04 PAYMENT
Full compensation for work specified in Section 77-2 and applicable Engineering Standards is
included in the payment for other bid items unless a bid item of work is shown on the Bid Item
List. Waterline work performed under Section 77-2is designated in the contract by:
1. Size
2. Type
3. Quantity, or
4. Whatever information is necessary for identifying waterline work.
The length of water pipe is measured by the slope length designated by the Engineer. Pipe is
measured through fittings with the final measurement rounded off to the next foot increment.
Measurement will be to the inner edge of other structures to which the water is connected.
Pipe:
1. Bends
2. Tees
3. Crosses
4. Valves (except tapping valves and sleeves)
5. Other branches
Are measured and paid for by the linear foot for the sizes of pipes involved. Bends will be
measured along the centerline to the point of intersection. Quantities of:
1. Fire hydrants
2. Services
3. Intersection tie-ins
Are determined as units from actual count.
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77-3 SEWERS
77-3.01 GENERAL
Section 77-3 includes general specification for sewers and appurtenances.
Work must comply with Section 77-1.
77-3.02 MATERIALS
77-3.02A Pipe
77-3.02A(1) General
Provide documents or certified test results indicating the pipe furnished meets all specified
requirements. Satisfactory documents include pipe manufacturer certificate indicating that
the pipe has been:
1. Sampled
2. Tested
3. Inspected
In compliance with the ASTM specifications.
77-3.02A(2) High Density Polyethylene (HDPE)
Use:
4. Virgin grade
5. High molecular weight
6. Standard Dimension Ration (SDR) 17
7. Iron Pipe Size (IPS)
High Density Polyethylene (HDPE) pipe made in diameter and tolerances in compliance with
the latest version of ASTM D3035.
Furnish complete with all fabricated fittings, and other appurtenances as necessary, for a
complete and functional system.
The pipe must be free of:
8. Visible cracks
9. Holes
10. Foreign inclusions, or
11. Other defects.
Any pipe not meeting these criteria will be rejected.
The pipe must be clearly marked with the following:
12. Name and trademark of manufacturer
13. Nominal pipe size
14. Dimension ratio
15. The letters PE followed by the polyethylene grade per the latest version ASTM D1248
16. Hydrostatic design basis in psi
17. Manufacturing standard reference
18. A production code from which the date and place of manufacture can be determined.
The material must be listed by the Plastic Pipe Institute (PPI) with a designation of PE 3408 and
have a minimum cell classification of:
19. 345434C
20. D, or
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21. E
As described in latest version of ASTM D3350.
Pipe material must meet the requirements for:
22. Type III
23. Class B or C
24. Category 5
25. Grade P34
Material as described in latest version of ASTM D1248.
Provide pipe with interior wall color of:
1. White
2. Gray or
3. Light green.
Provide pipe with exterior wall color of:
1. Black
2. Gray or
3. Light green.
Provide submittals on furnished pipe from manufacturer certifying pipe is in compliance with:
4. Specifications
5. Codes
6. Standards
Any pipe segment that has cut in the pipe wall exceeding 10 percent of the wall thickness
must be cut out and removed from the site.
Store pipe so that it is not deformed.
77-3.02A(3) Polyvinyl Chloride (PVC) Pipe
Furnish pipe in 20 foot lengths with integral wall belled ends and elastomeric joint and solid wall.
Pipe and fittings must be free of imperfections and clearly marked with name of manufacturer.
Minimum pipe stiffness (F/y) at 5 percent deflection is 46 psi for all sizes when calculated in
compliance with ASTM Designation D 2412.
Pipe must have minimum Standard Dimension Ratio (SDR) of 35 and pipe stiffness of 46 psi.
Pipe color must be green.
77-3.02A(3)(a) PVC Pipe 4 To 15 Inch Diameter
PVC Pipe must conform to the requirement of latest version of ASTM specification D 3034.
77-3.02A(3)(b) PVC Pipe 18 To 27 Inch Diameter
PVC Pipe must conform to the requirement of latest version of ASTM Standard Specifications F
679.
77-3.02A(3)(c) PVC Pipe 30 To 48 Inch Diameter
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PVC Pipe must conform to the requirement of latest version of ASTM Standard Specifications F
794.
77-3.02A(4) Ductile Iron Pipe
Ductile iron pipe must be:
1. Centrifugally cast.
2. Ductile iron pipe.
3. Gasketed push on joints appropriate for use in a wastewater environment such as
Polychloroprene, Ethylene Propylene Diene Monomer, or an approved equal.
4. A pressure class 150 for pipe with 3 feet or more of cover.
5. A pressure class of 350 for pipes with 3 feet or less of cover or exposed above grade.
6. Coated on exterior.
7. Lined with fusion bonded epoxy, polyurethane or approved equal.
Ductile iron pipe must be encased in polyethylene casing material. Casing material must be:
1. Tube type
1. Conform to the latest ANSI/AWWA C105 Standard.
Polyethylene casing must extend over:
1. Tees
2. Bends
3. Couplers at the end of a Section of ductile iron where it connects to a different type of
pipe
4. Close casing at the end (dead end) of pipe
Exposure to air and sunlight must be kept to a minimum for either type "A" or type "C"
encasement material.
77-3.02A(5) Sewer Lateral Pipe
New and repaired sewer lateral pipe may be:
1. PVC SDR 35
2. PVC Schedule 40
3. HDPE SDR 17
77-3.02B Joints and Fittings
77-3.02B(1) HDPE
HDPE Pipe and fittings must be in compliance with the latest version of:
1. ASTM F714
2. ASTM D3261.
Joints and Fittings for HDPE must be of the same manufacturer as the pipe.
77-3.02B(2) PVC
PVC pipe must have a rubber ring bell and spigot joints providing a water tight seal and allowing
for contraction and expansion. The bell must consist of an integral wall Section stiffened with
two PVC retainer rings that securely lock the solid cross Section rubber ring into position.
All fittings and accessories must be as manufactured and furnished by the pipe supplier, or
approved equal, and have bell and/or spigot configurations identical to that of the pipe. All
fittings must be of the same material as the pipe, unless specified otherwise.
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77-3.02B(3) Ductile Iron
Use restrained fittings for exposed ductile iron pipe, such as bridge crossings. Restrained
fittings must be Flex-Ring by American Ductile Iron, TR FLEX by U.S. Pipe, or approved
equal which use a factory weld as part of the restraining system.
77-3.02B(4) Repair Joint
Use strong back RC couplings or equal meeting the following requirements:
1. Flexible sewer couplings and transition couplings
2. Comprised of an elastomeric sealing component
3. Type 316 series stainless steel tension components (end clamps and shear rings).
4. Shear rings must have a minimum thickness of 0.012 inches
5. End clamps must have “bolts” as their means of tightening (not worm gears).
Couplings must be appropriately sized for the pipe materials being joined, without the need
for bushings.
HDPE Pipe with fused ends must be repaired with HDPE pipe with fused joints. Strong back
couplings must not be used.
77-3.02B(5) Sewer Lateral Joints (New And Replacement)
Sewer lateral pipe must be joined using glued joints and fittings or fused.
77-3.02C Concrete
Use class 2 concrete.
Use minor concrete for:
1. Manholes
2. Pipe junctions
3. Jacketing.
Use fifteen percent approved pozzolan replacement for manhole construction.
Precast concrete manhole Sections must comply with the most current version of ASTM
specification C-478-61T or AASHTO-M170.
All manholes must be watertight and the floor sloped for a smooth monolithic trowel finish. The
interior finish of the manholes must be smooth.
77-3.02D Mortar
Use one part of Type II Portland cement and two parts of:
1. Clean
2. Hard
3. Sharp grained particles
4. All passing a # 4 sieve
To make mortar.
Mix mortar in a machine or water tight box. Accurately measure and thoroughly mix mortar to a
uniform consistency. Use mortar immediacy after mixing. Do not remix mortar that begins to
harden prior to placement.
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77-3.03 CONSTRUCTION
77-3.03A Pipe Installation
Sanitary sewer lines must be water tight. Install pipe to ensure the system is water tight
throughout the component parts, particularly at the pipe joint.
Do not:
1. Cut
2. Gouge
3. Score or
4. Damage pipes
When
1. Unloading
2. Handling
3. Storing
4. Installing
77-3.03A(1) Pipe Laying
Lay the pipe in perfect conformity to the design line and grade obtained for each pipe by
measuring down from a tightly stretched line running parallel with the grade.
Lay all pipes continuously uphill.
Install PVC pipe and fittings for underground gravity sewers in compliance with the latest
version of ASTM Standard D-2321. Lay bell and spigot pipe, with the bell of the pipe
upgrade.
77-3.03A(2) Pipe Bursting And Reaming
Install sewer pipe by pneumatic pipe bursting or pipe reaming. Install pipe in compliance with
the pipe manufacturer's recommendations. For pipe busting installation, use pneumatically
operated equipment with a pipe bursting head attached to HDPE pipe.
Locate, expose, disconnect and isolate existing sewer laterals from sewer main before pipe
installation work begins. When pipe reaming, you must prevent drilling fluid from entering into
sewer laterals.
Submit to the Engineer for review and approval a sewer installation plan which includes
insertion and reception pit locations.
For pipe bursting work, use a constant tension pneumatic tool used in conjunction with a
constant tension hydraulic winch. Size the winch based on the diameter and the depth of the
pipe to be replaced. The constant tension winch must be sufficient sized to pull one
continuous length of pipe between approved winching points.
The void created by the device must be sufficient in size to accommodate the pipe which is
installed immediately after the void is formed. The void must not be so large that pipe
displacement or pavement settling occurs. Allow new sewer pipe to relax for twelve hours
prior to final connection to manholes.
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If you cannot complete pipe bursting or reaming without damage to existing closely placed
lines or pavement, you may request authorization from the Engineer to place new pipe with
traditional open-cut trenching. If you encounter an obstruction that prevents the bursting or
reaming tool from continuing, you must:
1. Stop the operation
2. Notify the Engineer
3. Excavate to the obstruction
4. Remove the obstruction.
Any pavement heaving or utility damage caused by pipe bursting or reaming work must be
repaired at no additional cost to the City or utility company.
If you use any material or method that is not approved by the Engineer, you must remove the
work and replace as directed by the Engineer.
If an obstruction is found during testing, remove the obstruction. Remove and replace
Section of pipe if damaged.
77-3.03A(3) HDPE Pipe Joint
Join HDPE pipe by:
1. Heat fusion welding
2. Electrofusion fitting or
3. Equal as approved by the Engineer.
Perform heat fusion welding in compliance with the pipe manufacturer's recommendations
and ASTM D2657. Fusion equipment used must be capable of meeting all conditions
recommended by the pipe manufacturer including, but not limited to:
1. Fusion temperature
2. Alignment
3. Fusion pressure.
Fusion equipment must only be operated by technicians who have been certified by the pipe
manufacturer or supplier. Document and furnish to the Engineer technicians certifications in a
submittal.
Use a fire retardant bag or suitable enclosure for the heater plate to facilitate control of
heating process and to protect the heater plate surfaces from dirt and other debris when not
in use. Clean heater plate surfaces regularly to prevent accumulation of fusion welding
residues or other substances that may result in faulty pipe joining. The heater plate must be
equipped with suitable means to measure the temperature of plate surfaces and to assure
uniform heating such as thermometers or pyrometers.
Joint strength must be equal to that of the adjacent pipe. Clean the pipe ends with a cotton or
non-synthetic cloth to remove:
1. Dirt
2. Water
3. Grease
4. Other foreign materials.
Cut pipe ends square and carefully aligned just prior to heating.
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After achieving the proper melt pattern, bring the pipe ends together in a firm, rapid motion
applying sufficient pressure to form a pipe bead (1/8 to 3/16 inch in height) around and inside
the entire circumference of the pipe. Remove pipe bead before welding the next joint of pipe.
Use only tools designed for and approved by the manufacturer and supplier for joining pipe.
77-3.03B Sand Traps
Furnish and install sand traps or other debris catching measure approved by the Engineer
during the work. Debris catching devices must be installed at all times during construction.
You assume all costs associated with any damage resulting from construction materials
entering the wastewater system or treatment facility.
77-3.03C Bypass Pumping
Submit a bypass pumping plan for approval by Engineer at the pre-construction meeting. At a
minimum the plan must include:
1. Pump size and type
2. Backup pump size and type
3. Contingency plan for pump failure to ensure continuous bypass operations.
The bypass system must be free from leaks. The bypass pumping plan must address access
to:
1. Driveways
2. Cross streets
3. Pedestrian crossings.
77-3.03D Manholes
Construct manholes per Engineering Standards.
77-3.03E Sewer Laterals
Sewer laterals must be tied over as shown. Notify the Engineer immediately upon discovering
any lateral not shown, or any lateral that appears to be dry and out of service. The Engineer will
then determine if it is live or not, and cap it off if dead. Pay item for laterals will not be reduced
because of laterals determined to be out of service and capped off by City forces.
77-3.03F Existing Sewer
77-3.03F(1) Existing Manholes
Existing manholes must be:
1. Adjusted to grade
2. Remodeled or
3. Abandoned
As shown and in compliance with Engineering Standards and Section 15.
Existing manholes may have large cast in place concrete bases. No additional payment will
be made for the removal of existing bases as needed to complete the work.
Oversize manholes may require a manufactured concrete reduction ring prior to setting the
new manhole ring and cover.
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77-3.03F(2) Abandonment Of Sewerlines
Sewer facilities taken out of service must be abandoned in compliance with Engineering
Standard 6050.
Provide the Engineer 48 hour notice prior to abandoning sewer laterals. Cut off the sewer
lateral at the main and plug pipes with class 3 concrete for a distance of 12 inches into the
pipe, away from the sewer main pipe. Provide a minimum five foot by five foot excavation
with shoring at the sewer main, adequate for City to remove the existing wye and replace it
with new Section of pipe. Provide:
1. Backfill
2. Compaction
3. Surface restoration
For the excavation.
77-3.03F(3) Repair
Sewer pipeline repair must comply with Sections:
1. 77-1.03A(1)(b) preventative excavation requirements
2. 77-3.02A repair pipeline materials
3. 77-3.02B(4) repair pipeline joint
4. 77-1 excavation and restoration
5.
Repair cut sewer facilities using new pipe of material in compliance with Section 77-3.02A
and the same diameter. If the existing sewer pipe material complies with materials listed in
77-3.02A, use that same pipe material.
Pipe fittings must comply with Section 77-3.02B(4). Center a continuous Section of new pipe
at the repair location. Repair must be water tight and placed at the same grade. Prior to
backfilling excavation, place level on repaired portion of sewer, in the presence of the
Engineer, to confirm line and grade. Backfill, compact and restore surface improvements in
compliance with Section 77-1.
Repair must be documented with:
1. Location
2. Repairs made
3. Photos
4. Guarantee letter
5. Interior video inspection of pipeline, when directed by the Engineer
Provide hardcopy of all documents to owner. Provide electronically, all documents to the
Engineer.
77-3.03G Testing
77-3.03G(1) Air Test
After the pipeline is in place and the joints made, you must air test the sewer in the presence
of the Engineer. Air test procedure is as follows:
1. A maximum of 400 feet of sewer pipe will be tested at one time.
2. Plug and brace securely all outlets.
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3. Introduce air into test Section until internal pressure is 4.0 psi. If sewer pipe is placed
in ground water, calculate ground water pressure and add that additional pressure to
internal pressure used for test.
4. Maintain an internal test pressure by adding air as need for a minimum time of 2
minutes.
5. Measure the time required for pressure to drop from 3.5 psi to 2.5 psi. Do not
introduce new air into test Section during measurement.
104
Minimum permissible pressure discharge time as follows in seconds
(time to drop pressure from 3.5 psi to 2.5 psi)
Sewer Main 4 inch Sewer Lateral
Diameter Length Sewer Lateral Length
Inches Feet 0 feet 100 feet 200 feet 300 feet 400 feet
6 & 8
0 0 seconds 20 seconds 40 seconds 50 seconds 70 seconds
50 40 seconds 50 seconds 70 seconds 90 seconds 80 seconds
100 70 seconds 90 seconds 100 seconds 100 seconds 90 seconds
150 110 seconds 120 seconds 110 seconds 100 seconds 100 seconds
200 140 seconds 120 seconds 110 seconds 110 seconds 100 seconds
300 140 seconds 130 seconds 120 seconds 110 seconds 110 seconds
400 140 seconds 130 seconds 120 seconds 120 seconds 110 seconds
10
50 50 seconds 70 seconds 90 seconds 100 seconds 90 seconds
100 110 seconds 130 seconds 120 seconds 110 seconds 110 seconds
200 170 seconds 150 seconds 140 seconds 130 seconds 120 seconds
300 170 seconds 160 seconds 150 seconds 140 seconds 130 seconds
400 170 seconds 160 seconds 150 seconds 150 seconds 140 seconds
12
50 80 seconds 100 seconds 110 seconds 110 seconds 110 seconds
100 160 seconds 170 seconds 150 seconds 140 seconds 130 seconds
200 200 seconds 180 seconds 170 seconds 160 seconds 150 seconds
300 200 seconds 190 seconds 180 seconds 170 seconds 160 seconds
400 200 seconds 190 seconds 180 seconds 180 seconds 170 seconds
15
50 120 seconds 140 seconds 160 seconds 140 seconds 130 seconds
100 250 seconds 220 seconds 190 seconds 170 seconds 160 seconds
200 260 seconds 230 seconds 220 seconds 200 seconds 190 seconds
300 260 seconds 240 seconds 230 seconds 220 seconds 210 seconds
400 260 seconds 240 seconds 230 seconds 220 seconds 220 seconds
Sewer Main 6 inch Sewer Lateral
Diameter Length Sewer Lateral Length
Inches Feet 0 feet 100 feet 200 feet 300 feet 400 feet
6 & 8
0 0 seconds 40 seconds 80 seconds 100 seconds 100 seconds
50 40 seconds 70 seconds 110 seconds 110 seconds 110 seconds
100 70 seconds 110 seconds 120 seconds 110 seconds 110 seconds
150 110 seconds 120 seconds 120 seconds 120 seconds 110 seconds
200 140 seconds 130 seconds 120 seconds 120 seconds 120 seconds
300 140 seconds 130 seconds 120 seconds 120 seconds 120 seconds
400 140 seconds 130 seconds 130 seconds 120 seconds 120 seconds
10
50 50 seconds 90 seconds 120 seconds 120 seconds 110 seconds
100 110 seconds 140 seconds 130 seconds 130 seconds 120 seconds
200 170 seconds 150 seconds 140 seconds 140 seconds 130 seconds
300 170 seconds 160 seconds 150 seconds 140 seconds 140 seconds
400 170 seconds 160 seconds 150 seconds 150 seconds 140 seconds
12
50 80 seconds 120 seconds 140 seconds 130 seconds 120 seconds
100 160 seconds 170 seconds 150 seconds 140 seconds 140 seconds
200 200 seconds 180 seconds 170 seconds 160 seconds 150 seconds
300 200 seconds 190 seconds 180 seconds 170 seconds 160 seconds
400 200 seconds 190 seconds 180 seconds 180 seconds 170 seconds
15
50 120 seconds 160 seconds 160 seconds 150 seconds 140 seconds
100 20 seconds 210 seconds 190 seconds 170 seconds 160 seconds
200 260 seconds 230 seconds 210 seconds 200 seconds 190 seconds
300 260 seconds 240 seconds 220 seconds 210 seconds 200 seconds
400 260 seconds 240 seconds 230 seconds 220 seconds 210 seconds
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77-3.03G(2) Deflection
Following the:
1. Placement
2. Backfill
3. Compaction
Prior to permanent pavement, clean and measure pipe for obstruction such as:
1. Deflections
2. Joint offsets
3. Lateral pipe intrusions.
Allowable internal diameter is determined using appropriate size mandrel. Prior to use, the
mandrel must be certified by the Engineer or by another entity approved by the Engineer. Use
of an:
1. Uncertified mandrel or
2. An altered mandrel
Will invalidate test. If the mandrel fails to pass, the pipe will be deemed to be over deflected.
The mandrel must:
1. Be rigid
2. Be nonadjustable
3. Have an odd-numbering-leg (9 legs minimum)
4. Have an effective length not less than its nominal diameter
5. Be fabricated of steel or aluminum
6. Be fitted with pulling rings at each end
7. Be stamped or engraved indicating the:
a. Pipe material specification
b. Nominal size
c. Mandrel outside diameter.
Using the manufacture’s specified internal diameter of pipe, maximum vertical deflection must
not exceed:
1. 95 percent - for nominal diameter pipe less than or equal to 12 inches
2. 96 percent - for nominal diameter pipe less than or equal to 30 inches
3. 97 percent – for nominal diameter pipe greater than 40 inches
For pipes equal to or smaller than 24 inches in internal diameter, pull the mandrel through the
pipe by hand. For pipes greater than 24 inches in internal diameter, deflections may be
determined by mandrel or by a method submitted to and approved by the Engineer. If a
mandrel is selected it must conform to the requirements in this Section.
Any over deflected pipe must be uncovered to remove the compact soil loading. Once
uncovered if the pipe is able to pass the mandrel it may remain. If not, remove and replace
the damaged pipe. In all cases, the Engineer will determine whether the pipe may remain or
must be replaced. Any pipe subjected to any method or process other than uncovering, even
if successful to remove over deflection, must be removed and replaced with a new Section of
pipe.
All costs incurred by you attributable to:
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4. Mandrel testing
1. Deflection testing
2. Repairs
3. Any delays
Are borne by you at no cost to the City.
77-3.03G(3) Television Inspection
Provide the Engineer a video inspection of placed pipeline. Furnish video on flash drive
properly labeled with:
1. Name of the street,
2. Manhole ID numbers
3. The date that the television inspection was completed.
4.
Installations that do not conform to the requirements must be reconstructed.
77-3.03G(4) PVC Joints
Joint tightness is measured by assembling two Sections of pipe in compliance with the
manufacturer's recommendations.
Subject the joint to an internal hydrostatic pressure of 25 psi for one hour. Consider any leakage
a failure of the test requirements.
77-3.03G(5) Testing Of Force Mains
Test force mains according to the following procedure:
Fill each section of pipe with water and expel all air. Allow pipe to set for a minimum of 24
hours. Refill pipe and pressure pipe to:
1. 150 psi, or
2. Service pressure plus an additional 50 psi
Whichever is greater. Maintain pressure for two hours. Replace any portion of line that fails
and retest. Maximum allowable leakage is 4.17 gallons per hour per mile per nominal inch of
diameter.
77-3.03H Cleaning
After the final air test has been satisfactorily completed, clean the sewer using water and a
sewer cleaning ball of proper size for the pipe being cleaned. The ball must be designed and
constructed for pipe cleaning work. Clean the pipe between the two lowest manholes in the
system and work upstream.
Sewer flush trucks that remove all:
1. Debris
2. Cleaning water
May be used upon approval of the Engineer.
All foreign material must be removed from:
1. Pipes
2. Manholes
3. Cleanouts
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Prior to being placed into service. Remove all material from sand traps or debris catchers in
manholes prior to removing the sand trap or debris catcher.
77-3.04 PAYMENT
Full compensation for work specified in Section 77-3 and applicable Engineering Standards is
included in the payment for other bid items unless a bid item of work is shown on the Bid Item
List. Sewer work performed under Section 77-3 is designated in the contract by:
1. Size
2. Type
3. Quantity or
4. Whatever information is necessary for identifying sewer work.
The length of sewer pipe is measured by the slope length designated by the Engineer. Pipe
placed in excess of the length is not measured. Quantity to be measured will be the length of
pipe placed after cutting. The distance of flow through the manhole will not be measured as pipe
length, that work is included in the manhole payment.
Pipe:
1. Bends
2. Tees
3. Wyes
4. Other branches
Are measured and paid for by the linear foot for the sizes of pipes involved. Bends will be
measured along the centerline to the point of intersection.
Quantities of:
1. Manholes
2. Cleanouts
3. Sewer laterals connections
Are determined as units from actual count.
Thrust blocks and encasement are measured and paid for as part of the unit price for the size
and type of pipe installed.
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77-4 STORM DRAINS
77-4.01 GENERAL
Section 77-4 includes general specification for storm drains and appurtenances. Storm drains
and sanitary sewers materials and construction are similar. Section 77-4 is as specified in
Section 77-3 except as modified below.
Culverts must comply with Section 61.
Alternative culverts must comply with Section 62.
Plastic pipe must comply with Section 64.
Concrete pipe must comply with Section 65.
77-4.02 MATERIALS
Add to Section 77-3.02
Do not change pipeline size or material between structures unless approved by the Engineer.
Corrugated metal pipe is not approved for use in the storm drain system.
77-4.02A Pipe
77-4.02A(2) High Density Polyethylene (HDPE)
Add to Section 77-3.02A(2)
Corrugated HDPE with smooth interior and integral bell / spigot is an approved pipe for storm
drain application.
77-4.02B Joints and Fittings
77-4.02B(1) HDPE
Add to Section 77-3.02B(1)
Joints for corrugated HDPE smooth interior pipe must use gasket joints. Joint, gasket, and
fittings must be of the same type and manufacture as the pipe and installed per manufacture
recommendations. HDPE pipe joints must be water tight to 2 psi
77-4.02C Concrete
Add to Section 77-3.02C
Storm drain structures must comply with Sections 51-1and 90-2.
77-4.03E Catch Basins
Construct catch basins in compliance with Engineering Standards. Install a 3½-inch circular
marker, such as an ACP International Storm Drain marker on the surface of the concrete
above the catch basin opening. The marker must state “Dump No Waste”, and “Drains to
Creek”, and must include a Spanish translation and an image of a fish. Markers are available
from the City.
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77-4.03G Testing
77-4.03G(1) Air Test
Replace Section 77-3.03G(1) with:
Test storm drain pipeline joints in compliance with Section 61-1.01D.
77-4.04 PAYMENT
Replace 4th paragraph of Section 77-3.04 with:
Quantities of:
1. Manholes
2. Catch basins
3. Junctions
Are determined as units from actual count.
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77-5 MINOR ELECTRICAL
77-5.01 GENERAL
See Engineering Standard 1010 for location/placement standards.
77-5.02 MATERIALS
77-5.02A LED Luminaries
All luminaires must be LED. LED Luminaries must be the most current version of Cree XSP
LED. Provide submittal to Engineer prior to purchase of luminaires.
Type 1 LED Luminaires must be:
1. Cree XSP LED most current version
2. Type 2 Optics
3. 3,549 initial lumens delivered
4. 34 System Watts
5. 4000k High Efficacy Module
6. 120-277V Voltage
7. Silver Color
8. Provide with:
a. Utility Label
b. Photocell
c. Exterior wattage label.
Type 2 LED Luminaires must be:
1. Cree XSP LED most current version
2. Type 3 Optics
3. 8,266 initial lumens delivered
4. 73 System Watts
5. 4000k High Efficacy Module
6. 120-277V Voltage
7. Silver Color
8. Provide with:
a. Utility Label
b. Photocell
c. Exterior wattage label.
77-5.03 CONSTRUCTION
Not Used.
77-5.04 PAYMENT
Full compensation for work specified in Section 77-5 and applicable Engineering Standards is
included in the payment for other bid items unless a bid item of work is shown on the Bid Item
List.
111
78 INCIDENTAL CONSTRUCTION
78-2 SURVEY MONUMENTS
78-2.01 GENERAL
Add to Section 78-2.01.
Section 78 includes specifications for:
1. Construction survey
2. Monuments
3. Other control points
78-2.02 MATERIALS
Replace Section 78-2.02 with:
Survey monument materials must conform to the requirement in Engineering Standards.
Survey tag must be furnished and set by the Licensed Land Surveyor.
78-2.03 CONSTRUCTION
Add to Section 78-2.03.
The following:
1. Horizontal monuments
2. Vertical benchmarks
3. Construction surveying
Must comply with Section 5-1.26.
Construct monuments per Engineering Standards. Set survey tag, record documentation with
County Recorder, and provide electronic copy of document to the Engineer.
78-2.04 PAYMENT
Replace Section 78-2.04 with:
Full compensation for work specified in Section 78 and applicable Engineering Standards is
included in the payment for other bid items unless a bid item of work is shown on the Bid Item
List.
112
84 MARKINGS
84-2 TRAFFIC STRIPES AND PAVEMENT MARKINGS
84-2.01 GENERAL
84-2.01A Summary
Add to Section 84-2.01A.
All permanent traffic stripes and pavement markings must be thermoplastic. Requirements for
this Section also apply to curb marking.
Any traffic stripes rejected for non-compliance with these specifications, as determined by the
Engineer, must be removed before reapplication. All costs incurred for pavement preparation
or restoration, including costs for resurfacing the asphalt pavement to a condition equal to
that before the initial placement of traffic stripes is at your expense.
84-2.01B Definitions
Add to Section 84-1.01B.
Curb marking: A longitudinal line covering the top and face of a curb. The marking must
extend to, but not beyond, curb wick line and flowline, or in the case of an AC dike, covering
the top and face to the flowline.
84-2.03 CONSTRUCTION
84-2.03C Application of Stripes and Markings
Add to Section 84-2.03C.
Final Stripes and Pavement Markings must not begin before 5 calendar days, and completed
no later than 15 calendar days after placement of asphalt concrete or bituminous seals. You
must provide the Engineer a minimum two working day notice to review, modify and approve
striping layout prior placing the final stripping. You will be assessed Liquidated Damages in
the amount of $300 per calendar day for each day’s failure to complete striping and pavement
markings within this specified time. The use of preformed thermoplastic is acceptable for work
where the total length of thermoplastic traffic stripes is not greater than 30 feet, and the total
area of pavement markings is not greater than 30 square feet.
New stripes and markings must be protected from damage until completely dry.
Curb markings must be paint not thermoplastic.
84-2.04 PAYMENT
Replace Section 84-1.04 with:
Full compensation for work specified in Section 84 and applicable Engineering Standards is
included in the payment for other bid items unless a bid item of work is shown on the Bid Item
List. Traffic stripes are measured by the linear foot along the direction of the traffic stripes,
without deductions for gaps in broken traffic stripes. Each type of traffic stripe or striping detail
will be measured as a single length regardless of:
1. Number
2. Widths
113
3. Patterns
4. Markers
Of the stripes involved in the striping details.
Pavement markings included in the various striping details, or called out separately, will be
measured by the square foot.
Curb markings are measured by the lineal foot along the curb wick line.
When traffic stripes, legends or markings are damaged and replaced due to the your operations
and there is no pay item for replacement, payment for work is included in other items of work
and no additional compensation will be paid.
84-9 EXISTING MARKINGS
84-9.03 CONSTRUCTION
84-9.03B REMOVE TRAFFIC STRIPES AND PAVEMENT MARKERS
Add to Section 84-9.03B.
Not more than five days before the start of roadway surfacing or paving, you must remove
existing paint and thermoplastic:
1. Striping
1. Pavement marking
2. Pavement markers
Extra caution is required at locations with traffic signal loops where pavement markings or
striping must be removed. Loops are located just below surface grade. Tie-out bicycle
detector symbols prior to removal and coordinate the reinstallation with the Engineer.
114
DIVISION X MATERIALS
90 CONCRETE
90-1 GENERAL
91-1.01 GENERAL
90-1.01B Definitions
Class of Concrete: The City identifies concrete for miscellaneous uses, curb, gutter,
sidewalk, drainage structures, etc. as being specified by class. The class of the concrete as
shown or in compliance with Engineering Standards. The class of concrete is defined as
follows:
Class Cement Content
lb/cy
Cement Content Sack
(94 lb per sack per cy)
28 day
strength
7 day
strength Slump
1 675 lb/cy 7.2 5000 3500 2-4 in
2 590 lb/cy 6.3 3000 2100 2-4 in
3 or
Minor 550 lb/cy 5.9 2500 1750 2-4 in
High Early Strength: Concrete requiring a high early strength such as that where traffic is
expected within 24 hours after placement must comply with Section 90-3 meeting 2500 psi
prior to traffic loading.
90-1.01D Quality Assurnace
90-1.01D(1) General
Add to Section 90-1.01D(1)
Do not use bagged concrete or bagged cement.
ENGINEERING STANDARDS
MARCH 2016
ADOPTED BY THE CITY COUNCIL OF ARROYO GRANDE
BY RESOLUTION NO. XXX
MARCH 22, 2016
MATTHEW HORN
CITY ENGINEER
RCE C63611
APPROVED ON: MARCH 22, 2016
COMMUNITY DEVELOPMENT DEPARTMENT
ENGINEERING DIVISION
300 East Branch Street
Arroyo Grande, CA 93420
(805) 473-5420
Underground Service Alert
Dig Alert
1-800-642-2444
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CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010
Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 1 of 66
TABLE OF CONTENTS
UNIFORM DESIGN CRITERIA ............................................................................................................. 8
General .................................................................................................................................. 8
1. Improvement Plans ........................................................................................................... 9
1.1 Preparation of Plans ...................................................................................................... 9
1.1.1 Plan Review Procedure .......................................................................................... 9
A. Plan Check Intake ................................................................................................... 9
B. Plan Revisions ......................................................................................................... 9
C. Phased Improvements............................................................................................. 9
1.1.2 Plan and Profile Layout......................................................................................... 10
A. Earthwork .............................................................................................................. 10
B. Retaining Walls ...................................................................................................... 10
C. Roadway Improvements ........................................................................................ 10
D. Cross Sections ...................................................................................................... 10
E. Storm Drainage ..................................................................................................... 11
F. Water Supply and Wastewater Disposal ................................................................ 11
H. Utilities ................................................................................................................... 11
I. Traffic Control......................................................................................................... 11
J. Erosion Control ...................................................................................................... 11
K. Landscape Plans ................................................................................................... 11
L. Details .................................................................................................................... 11
1.1.3 Plans Format........................................................................................................ 12
A. Title Sheet ............................................................................................................. 12
B. Vicinity Map ........................................................................................................... 12
C. Title Block .............................................................................................................. 12
D. Right-of-Way ......................................................................................................... 12
E. Survey Monuments ................................................................................................ 12
F. Topography ............................................................................................................ 13
G. Profiles .................................................................................................................. 13
H. Design Basis ......................................................................................................... 14
I. Stationing and Orientation ....................................................................................... 14
J. Benchmark ............................................................................................................. 14
K. Basis of Bearings ................................................................................................... 14
L. Units of Measurement ............................................................................................ 15
M. Text ....................................................................................................................... 15
1.2 Design Exceptions ...................................................................................................... 15
1.3 Americans with Disability Act Requirements ............................................................... 15
A. Design Requirements ............................................................................................ 15
B. Design Aids ........................................................................................................... 15
C. Design Exceptions ................................................................................................. 16
2. Site Preparation & Grading ............................................................................................ 16
2.1 Design Standards ........................................................................................................ 16
2.1.1 Site Preparation .................................................................................................... 16
A. Verification of Underground Utilities. ..................................................................... 16
B. Clearing and Grubbing........................................................................................... 16
CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010
Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 2 of 66
C. Tree Removal. ....................................................................................................... 16
2.1.2 Grading Design ..................................................................................................... 16
A. Grading Plan Submittals. ....................................................................................... 16
A. Maximum Height of Cuts/Fills................................................................................ 17
B. Grading Site Boundaries. ....................................................................................... 18
C. Foundation Elevations. .......................................................................................... 18
D. Elevation Standards. ............................................................................................. 18
E. Drainage Systems. ................................................................................................ 18
F. Slope Easements Required. .................................................................................. 18
G. Retaining Walls..................................................................................................... 18
H. Preservation of Trees. ........................................................................................... 19
I. Stockpile Requirements. ......................................................................................... 19
2.2 Construction ................................................................................................................ 20
2.2.2 Construction Testing ............................................................................................. 20
A. Compaction Standards. ......................................................................................... 20
B. Elevation Certification. ........................................................................................... 20
C. Inspections............................................................................................................ 20
D. Grading in Open Space Areas. .............................................................................. 20
E. Erosion Control During Construction. .................................................................... 20
F. Retaining Walls Inspection. .................................................................................... 20
3. Roadways ........................................................................................................................ 21
3.1 Design Standards ........................................................................................................ 21
3.1.1 Definitions ............................................................................................................. 21
A. Complete Street: .................................................................................................... 21
B. Local Road. ........................................................................................................... 21
C. Collector Road. ...................................................................................................... 21
D. Arterial Road. ........................................................................................................ 21
E. Speed: ................................................................................................................... 21
F. Roadway Structural Section Factor of Safety. ....................................................... 22
3.1.2 Design Criteria ...................................................................................................... 22
A. Design Speed. ....................................................................................................... 22
B. Longitudinal Grade. ............................................................................................... 22
C. Horizontal Alignment. ............................................................................................ 22
D. Cross Slope. .......................................................................................................... 22
E. Intersecting Streets or Roads. ............................................................................... 23
F. Bikeways. ............................................................................................................... 23
G. Cross Gutters........................................................................................................ 23
H. Curve Data............................................................................................................ 23
I. Obstructions at Public Road Intersections and Knuckles. ....................................... 23
J. Right-of-Way. ......................................................................................................... 23
K. Street and Road Profiles. ....................................................................................... 23
L. Mid-Block Tapers. .................................................................................................. 24
M. Turning Design. ..................................................................................................... 24
N. Cut and Fill Slopes within the Right of Way. .......................................................... 24
O. Barricades. ............................................................................................................ 25
P. Survey Monuments. ............................................................................................... 25
CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010
Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 3 of 66
Q. Street Lighting....................................................................................................... 25
3.2 Construction ................................................................................................................ 26
3.2.1 Testing .................................................................................................................. 26
A. Basement Soil. ...................................................................................................... 26
4. Road Edges .................................................................................................................... 26
4.1 Design Standards ........................................................................................................ 26
4.1.1 Sight Distance ...................................................................................................... 26
A. Public Road Intersections. ..................................................................................... 26
B. Driveways. ............................................................................................................. 26
4.1.2 Sidewalks ............................................................................................................. 26
A. Curb Ramps Required. .......................................................................................... 26
B. Attached and Detached Sidewalks. ....................................................................... 27
C. Bulb-Outs. ............................................................................................................. 27
D. Repair and Replacement of Sidewalk. .................................................................. 27
E. Curb, Gutter and Sidewalk installation with Building Permit. ................................. 27
4.1.3 Multi-Use Paths .................................................................................................... 27
A. ADA Compliant...................................................................................................... 28
B. HDM Compliant ..................................................................................................... 28
C. Attached and Detached Paths. .............................................................................. 28
D. Crossing Locations. ............................................................................................... 28
4.1.4 Pedestrian Crossings ........................................................................................... 28
A. Installation of Marked Crosswalks at Uncontrolled Intersection. ............................ 29
B. Installation of Marked Crosswalks Between Intersections (Midblock). ................... 29
C. Re-Installation of Marked Crosswalks Covered by Roadway Surfacing. ............... 29
D. Marked Crosswalks at Traffic Signal Locations. .................................................... 29
E. In-Pavement and Sign-Mounted Warning Light Systems for Crosswalks. ............. 29
F. Crosswalk Dimensions and Markings.................................................................... 30
4.1.5 Driveways and Off-Street Parking ........................................................................ 30
A. Driveways on Arterial and Collector Street. ........................................................... 30
B. Off-Street Parking Location. .................................................................................. 30
C. Design and paving standards for off-street parking facilities. ................................ 30
D. Access for off-street parking facilities .................................................................... 32
E. Clearance for off-street parking facilities................................................................ 33
F. Screening for off-street parking facilities ................................................................ 33
G. Landscaping for off-street parking facilities ........................................................... 33
H. Maintenance of off-street parking facilities ............................................................ 33
I. Off-street loading areas........................................................................................... 34
4.1.6 Trees Trimming and Removal within the Right-of-Way ........................................ 34
A. Definitions .............................................................................................................. 34
B. Preservation of Existing Trees. .............................................................................. 35
C. Criteria for Tree Removal within City Rights-of-Way. ............................................ 35
D. Responsibility for Trees. ........................................................................................ 35
E. Procedures for Applying for Tree Removal within City Rights-of-Way. .................. 35
F. Tree Trimming. ...................................................................................................... 35
4.1.7 Trees and Landscaping within the Right-of-Way .................................................. 36
A. Tree Placement..................................................................................................... 36
CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010
Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 4 of 66
B. Tree Selection. ...................................................................................................... 36
C. Planting. ................................................................................................................ 36
D. Low Impact Development (LID). ............................................................................ 36
4.1.8 Other Design Standards ....................................................................................... 36
A. Lateral Clearance. ................................................................................................. 36
B. Vertical Clearance. ................................................................................................ 37
C. Railings and Barriers. ............................................................................................ 37
D. Clearance Requirements for Rights-of-Way. ......................................................... 37
E. Bus Turnouts. ........................................................................................................ 38
5. Storm Drainage .............................................................................................................. 38
5.1 Design Standards ........................................................................................................ 38
5.1.1 Hydrology ............................................................................................................. 38
A. Drainage Report Requirements. ............................................................................ 38
B. Rational Method. ................................................................................................... 40
C. Special Design Problems. ..................................................................................... 41
5.1.2 Hydraulic design standards .................................................................................. 41
A. Design Parameters. ............................................................................................... 41
B. Open Channels and Culverts. ................................................................................ 42
C. Provide for Overland Escape. ................................................................................ 42
D. Conveyance of Drainage in Urban Areas. ............................................................. 42
E. Sidewalk Underdrains. ........................................................................................... 42
5.1.3 Diversion of Drainage ........................................................................................... 42
A. Maintain Historic Path. ........................................................................................... 42
B. Improvements In Natural Watercourses. ............................................................... 42
5.1.4 Alignment of Drainage Facilities ........................................................................... 42
A. Locate within Road or Public Easement. ............................................................... 42
B. Avoid Combining with Utility Easements. .............................................................. 43
C. Easement Width. ................................................................................................... 43
D. Storm Drain Alignment. ......................................................................................... 43
E. Cross Culvert Alignment. ....................................................................................... 43
F. Adjacent Property. ................................................................................................. 43
5.1.5 Drainage Structures .............................................................................................. 43
A. Manholes. .............................................................................................................. 43
B. Catch Basin. .......................................................................................................... 44
C. Junction Boxes. ..................................................................................................... 44
D. Other Structures. ................................................................................................... 44
5.1.6 Flood Control Basins ............................................................................................ 44
A. Basin Design. ........................................................................................................ 44
B. Storage Capacity Calculation. ............................................................................... 45
C. Deep Basins.......................................................................................................... 45
D. Shallow Basins. ..................................................................................................... 45
E. Subsurface Basins. ................................................................................................ 45
F. Overflow Path Required. ........................................................................................ 46
G. Fencing Requirements. ......................................................................................... 46
I. Freeboard Requirements. ....................................................................................... 46
J. Maintenance Requirements. .................................................................................. 46
CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010
Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 5 of 66
K. Parking Areas........................................................................................................ 46
5.1.7 Bioretention Basins ............................................................................................... 46
A. Design Criteria. ...................................................................................................... 46
B. Materials. ............................................................................................................... 47
C. Maintenance. ......................................................................................................... 47
5.1.8 Bioswales ............................................................................................................. 47
A. Facility Design and Dimensions ............................................................................. 47
B. Slopes and Grades ................................................................................................ 48
C. Infrastructure ......................................................................................................... 48
D. Soil, Aggregate and Mulch .................................................................................... 48
E. Planting, Irrigation, and Underdrains ..................................................................... 49
5.1.9 Channel and Swales ............................................................................................. 49
A. Types. .................................................................................................................... 49
B. Freeboard and Side Slopes Required................................................................... 49
C. Improvement Plans. .............................................................................................. 49
D. Velocity Requirements. .......................................................................................... 50
E. Natural Waterways. ............................................................................................... 50
F. Fencing Requirements. .......................................................................................... 50
5.1.10 Culverts and Storm Drains .................................................................................. 50
A. Minimum Diameter. ............................................................................................... 50
B. Velocity Requirements. .......................................................................................... 50
5.1.11 Outfalls ............................................................................................................... 50
A. Culvert Energy Dissipaters. ................................................................................... 50
5.2 Post Construction Stormwater Compliance ................................................................. 51
5.2.1 Performance Requirements .................................................................................. 51
A. Performance Requirement No. 1: Site Design and Runoff Reduction ................... 51
B. Performance Requirement No. 2: Water Quality Treatment .................................. 51
C. Performance Requirement No. 3: Runoff Retention .............................................. 52
D. Performance Requirement No. 4: Peak Management ........................................... 54
E. Impervious Surface Correction Factors ................................................................. 55
5.2.2 Stormwater Control Plan ....................................................................................... 55
A. Minimum Requirements for Content ...................................................................... 55
B. Exhibits .................................................................................................................. 56
5.2.3 Operations and Maintenance ................................................................................ 56
A. Operations and Maintenance Plan. ....................................................................... 56
B. Maintenance Agreement. ....................................................................................... 56
C. Maintenance Notification. ...................................................................................... 57
6. Water Supply .................................................................................................................. 57
6.1 Design Standards ........................................................................................................ 57
6.1.1 Quantity of Water .................................................................................................. 57
6.1.2 Distribution System ............................................................................................... 57
A. Operating Pressure. .............................................................................................. 57
B. Size of Water Mains. ............................................................................................. 57
C. Alignment and Layout of Mains. ............................................................................ 58
D. Valves. ................................................................................................................... 58
F. Hydrants. ............................................................................................................... 58
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G. Service Lines. ........................................................................................................ 58
H. Thrust Blocks. ........................................................................................................ 58
I. Valve Anchors. ........................................................................................................ 58
J. Air and Vacuum Release Valves. ........................................................................... 59
K. Blowoffs. ................................................................................................................ 59
L. Sampling Stations. ................................................................................................. 59
6.1.3 Cross Connections ............................................................................................... 59
A. Backflow Prevention Required. .............................................................................. 59
C. Location of Backflow Prevention Devices. ............................................................. 59
D. Ownership and Maintenance. ................................................................................ 59
7. Wastewater ...................................................................................................................... 59
7.1 Design Standards ........................................................................................................ 59
7.1.1 Quantity of Flow .................................................................................................... 59
A. Average Flow Rate. ............................................................................................... 59
B. Number of Persons Served. .................................................................................. 60
7.1.2 Collection System ................................................................................................. 60
A. Minimum Velocity. ................................................................................................. 60
B. Change in Pipe Size or Angle Point....................................................................... 60
C. Maximum Velocity. ................................................................................................ 60
F. Sewer Lines Within Easements. ............................................................................ 61
G. Alignment.............................................................................................................. 61
H. Depth. .................................................................................................................... 61
I. Size. ........................................................................................................................ 61
7.1.3 Areas of Conflict between Sewer and Storm Drain Lines ..................................... 61
8. Utilities ............................................................................................................................ 61
8.1 Design Standards ........................................................................................................ 61
8.1.1 General Provisions ............................................................................................... 61
A. Improvements Required. ....................................................................................... 61
B. Plan Requirements. ............................................................................................... 62
C. Underground Installation Required. ....................................................................... 62
D. Service Extensions Required. ............................................................................... 62
E. Acceptance by Utility. ............................................................................................ 62
9. Construction of Private Development Projects .......................................................... 62
9.1 Before Construction .................................................................................................... 63
A. Pre-Construction Conference. ............................................................................... 63
B. Contractor’s Requirements. ................................................................................... 63
C. Trench Safety. ....................................................................................................... 63
D. Agency Permits..................................................................................................... 64
E. Encroachment Permit. ........................................................................................... 64
9.2 During Construction .................................................................................................... 64
A. Inspection by Engineer of Work. ............................................................................ 64
B. Workplace (and field) Conduct.............................................................................. 64
C. Inspection by City. ................................................................................................. 65
D. Clean Up. .............................................................................................................. 65
9.3 Project Completion ...................................................................................................... 65
A. Clean Up. ............................................................................................................... 65
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B. Request for Final Processing. ................................................................................ 65
C. Preliminary Inspection. .......................................................................................... 66
D. Final Inspection. .................................................................................................... 66
E. Record Drawings. .................................................................................................. 66
F. Improvements to be Accepted for City Maintenance. ............................................ 66
G. Aged Improvements to be Accepted for City Maintenance. ................................... 66
H. Timing of grading certifications. ............................................................................. 66
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Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 8 of 66
UNIFORM DESIGN CRITERIA
General
The purpose of establishing these Standards is to help provide guidance for design of public facilities
to better ensure health and safety and enhance quality of life for the community. These standards
are not intended to be a substitute for engineering knowledge, experience, or judgment. It is
incumbent on the users of these standards to exercise good judgment and where needed seek
guidance from the appropriate professional.
Where deviation from these standards is necessary, the designer must follow the Design Exception
process outlined in this document.
These document must be used for new or reconstruction of existing facilities. Existing facilities
constructed prior to these standards, or with approved design exceptions are not required to comply
with these standards. It is the designer’s responsibility to design compliant facilities or to provide
notification and the appropriate design exemption request for approval. Without this notice and
documentation, it is the City of Arroyo Grande’s understanding that new construction will comply with
these standards.
This document is supported by various publications that comprise the standard references for this
type of work. In event of conflict, it is the designer’s responsibility to notify the City of that conflict and
request clarification. Without that notification, these standards will take precedence.
Reference documents include:
1. City of Arroyo Grande Engineering Standards
2. City of Arroyo Grande Standard Specifications
3. American Water Works Association (AWWA) Standards
4. Caltrans State Standard Plans
5. Caltrans State Standard Specifications
6. San Luis Obispo County Public Improvement Standards
7. Caltrans Manual for Uniform Traffic Control Devices (MUTCD)
8. Caltrans Highway Design Manual (HDM)
9. American Association of State Highway and Transportation Officials (AASHTO), A Policy on
Geometric Design of Highways and Streets
10. Americans with Disabilities Act Guidelines (ADAG)
11. Pedestrian Right-of-Way Accessibility Guidelines (PROWAG)
12. Caltrans DIB 82-05 Pedestrian Accessibility Guidelines for Highway Projects
Regulatory permits may be required from other agencies including but not limited to:
1. California Regional Water Quality Control Board
2. California Department of Fish and Wildlife
3. U.S. Army Corps of Engineers (ACOE)
4. Air Pollution Control District (APCD)
5. County of San Luis Obispo
6. State Department of Transportation (Caltrans)
Approval of any improvements plans for construction by the City does not exempt the
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Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 9 of 66
applicant/owner/contractor from compliance with regulations from these agencies and obtaining
authority to construct improvements from all required agencies.
1. Improvement Plans
Complete plans and specifications for all proposed public improvements that is not initiated by City of
Arroyo Grande must conform to the requirements of this chapter. These plans and specifications
must be submitted to the City of Arroyo Grande for review and approval prior to the beginning of
construction of any such improvements.
1.1 Preparation of Plans
1.1.1 Plan Review Procedure
A. Plan Check Intake
For the first submittal of plans, the Project Engineer must schedule an “intake” appointment, at which
time the City will determine whether all required information has been provided. Checklist for various
types of submittals are available on the City’s web site www.arroyogrande.org. Other items may be
required by the City, as determined necessary at the intake appointment. Plans not conforming to the
normal standards of quality and neatness may be rejected. Project approval may require approval
from utility companies. It is the responsibility of the Project Engineer to submit directly to those
companies.
Upon completion of the plan-check, one copy of the plans and other items requiring revisions, will be
returned to the Project Engineer.
When all corrections have been made to the satisfaction of the City, the Project Engineer may submit
original signed, sealed and dated drawings for approval. Plans are not approved, until such time as
the City signifies approval by signature on the title sheet of the original drawings. Construction is not
authorized until the plans are approved and an construction permits have been issued by the City.
B. Plan Revisions
There may be no revisions made to an approved set of plans, unless such revisions are submitted to
the City for approval prior to being constructed. Excepted from this approval are revisions that are
necessary to eliminate conflict with:
1. Federal;
2. State;
3. County;
4. City Standards;
5. Generally accepted engineering practice; or
6. Standards of the profession;
even though such errors, omissions or conflicts may have been overlooked in the design and review
process.
C. Phased Improvements
Where the improvement plans submitted cover only a portion of the ultimate development, the plans
submitted must be accompanied by the approved overall tentative plan or a study if there is no
approved overall tentative plan, showing topographic features of the ultimate development at an
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Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 10 of 66
adequate scale to clearly show the proposed improvements.
1.1.2 Plan and Profile Layout
All plans shall be prepared on:
1. Mylar;
2. Vellum;
3. Bond; or
4. Approved equal
Measuring 24" x 36". Plans prepared for minor projects that do not require design professionals may
be submitted on letter or tabloid size bond paper. Appropriate plan scales are:
Horizontal Vertical
1-inch=20-feet 1-inch=2-feet or 1-inch=4-feet
1-inch=30-feet 1-inch=3-feet or 1-inch=6-feet
1-inch=40-feet 1-inch=4-feet or 1-inch=8-feet
The scale may be varied in rough terrain upon approval of the City Engineer.
A. Earthwork
If any grading is proposed outside the roadway prism, a grading plan shall be submitted with the other
required improvement plans. Finished grading shall be depicted by contour lines, spot elevations, or
by “top/toe” indications, as determined appropriate by the City. The grading plan shall include a
reference to the project soils report, including its title, date and author.
B. Retaining Walls
For any proposed retaining walls, a separate sheet shall be provided which depicts the elevation view
and typical section for each wall.
C. Roadway Improvements
Roadway plan and profile sheets shall be of appropriate scale to clearly show the proposed plan
layout, along with existing and proposed profiles of all roadways. The boundaries of lots fronting on
the roadway, drainage easements, utility easements, slope easements, section lines and corners,
land grant lines and temporary construction easements shall be shown on all roadway improvement
sheets, with proper dimensions. Each roadway plan and profile sheet shall include the typical
roadway section.
D. Cross Sections
Cross sections must be provided for all designs involving widening existing roads. The spacing of
cross sections shall be based on the characteristics of the project, as determined necessary by the
City.
The following items of work may be depicted together with the roadway improvement plans.
However, the City may require that they be separated from the roadway improvement plans if
necessary for clarity.
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E. Storm Drainage
Plans for minor drainage facilities may be shown on roadway plans. Plans for major drainage
facilities must conform to the sheet size and scale shown above for roadway improvements. Profiles
of all culverts and drainage structures must be provided, along with the hydraulic grade line for the
design event.
F. Water Supply and Wastewater Disposal
Plans for water system and wastewater disposal systems improvement layout may be submitted on
the same plans as the roadways. Improvements outside the roadway prism shall be drawn on
separate sheets and to an appropriate scale.
H. Utilities
A layout for all utilities including water, sewer, electric, telephone, cable television and gas system
improvements shall be submitted on a composite utility plan in an appropriate scale, unless approved
otherwise by the City. Roadway plans shall show placement of utilities in the typical section.
The composite utility plan must clearly show existing overhead utilities, utility poles and guy wires.
The exhibit must clearly show facilities that are going to be undergrounded and poles removed and
those poles and facilities that are to remain overhead.
I. Traffic Control
Plans for work zone traffic control, and for installation of new permanent traffic control devices and
roadway striping, must be drawn on sheets and to an appropriate scale. Work zone traffic control
must reference and comply with the Manual on Uniform Traffic Control Devices (CA-MUTCD). If new
permanent traffic control devices include traffic signals or lighting, the necessary electrical details
shall be incorporated into these sheets.
J. Erosion Control
Temporary and permanent erosion control measures are to be shown.
K. Landscape Plans
Landscape plans must demonstrate that the landscaping, irrigation, and other features within the
right-of-way comply with City Standards including sight distance adequacy, lateral clearance from the
roadway, and lateral clearance from sidewalks and other improvements within the right-of-way.
L. Details
The plans must include one or more sheets entitled “Details,” which show the following as applicable:
1. Copy of all City Standard Drawings which are referenced in the design
2. Detail of all concrete structures
3. Details of any element of the plans required for clarity
4. Miscellaneous details
5. Other agencies’ standard details which are referenced in the design
6. Temporary and permanent erosion control standards/details referenced in the design
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1.1.3 Plans Format
The following items are to be shown on plans submitted for approval:
A. Title Sheet
On improvement plans exceeding two sheets in the set, a title sheet must be prepared. The title
sheet must include an index of sheets, and a signature block for all other agencies involved such as
utility companies. Title sheet must also include stormwater Construction General Permit information
and Post Construction Stormwater Requirements. The title sheet must include:
1. WDID
2. Area of project disturbance
3. Area of existing impervious surfaces
4. Area of new or reconstructed impervious services
5. Stormwater Post Construction Regulation Tier
B. Vicinity Map
The title sheet shall include a vicinity map depicting the following:
1. Boundaries of the site with City Limits
2. North arrow and scale reference
3. Street names
C. Title Block
Each sheet of the set of drawings, including the title sheet, must have an approved title block
showing:
1. Date
2. Name and/or number of the project
3. Project Engineer’s name, professional registration number, seal and signature, as required by
the Professional Engineers’ Act
4. Scale of the drawing
5. Sheet number and total number of sheets
6. Sheet title
7. Signature blocks for City approval
D. Right-of-Way
Show and properly dimension on plans:
1. Right-of-way lines
2. Boundaries of lots fronting on the roadway
3. Drainage easements
4. Utility easements
5. Slope easements
6. Temporary construction easements (existing and proposed).
E. Survey Monuments
Pursuant to Section 8771(b) of the California Business and Professions Code, existing survey
monuments that control the location of:
1. Subdivisions
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2. Tracts
3. Boundaries
4. Roads
5. Streets
6. Highways
7. Provide survey control
that are within or adjacent to the area of work, must be located and referenced by a licensed land
surveyor or registered civil engineer. This must occur prior to the time when any:
8. Streets
9. Highways
10. Other rights-of-way
11. Easements
Are:
12. Improved
13. Constructed
14. Reconstructed
15. Maintained
16. Resurfaced or
17. Relocated.
In the event that any existing survey monument is disturbed in any way by the improvement work, as
determined by a licensed land surveyor or registered civil engineer, it must be reset accordingly and
an appropriate document must be filed with the County, prior to the final acceptance of the work by
the City.
F. Topography
All pertinent topographic features which may affect the:
1. Design
2. Construction
3. Operation of the improvements
must be shown on the plans, including, but not limited to, the following:
4. Curbs, sidewalks, shoulders
5. Existing structures, fences, trees and other foliage
6. Existing utility lines and facilities
7. High water and frequent inundation limits
8. Roadway lines
9. Storm drains, drainage ditches
10. Wastewater Disposal systems
11. Water lines, fire hydrants
Full topography shall be provided for a minimum of 50-feet in all directions of a development site, to
evaluate drainage conditions.
G. Profiles
The plans must clearly show the existing and proposed profiles of all:
1. Roadways
2. Drainage ditches
3. Storm drains
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4. Water lines
5. Sanitary sewers
6. Clearances at structures and power lines
Including elevations at 25-foot minimum intervals for warped surfaces.
H. Design Basis
The plans shall include the basis for design as follows:
1. Road Plans:
a. Design Speed (V)
b. Design Volume (ADT)
c. Traffic Index (TI)
2. Culverts:
a. Slope (S)
b. Design Flow
c. Storm Interval (QX)
3. Storm Drains:
a. Hydraulic Grade Line (HGL)
b. Slope (S)
c. Design Flow & Storm (QX)
4. Drainage Structures:
a. The numerical quantities for the Rational Method formula (Q=CIA) for the Primary Design
Storm
5. Drainage Basins:
a. Design Volume,
b. Design Inflow (QIN)
c. Design Outflow (QOUT)
d. Tributary Area (A)
e. Design Infiltration Rate
I. Stationing and Orientation
The stationing on plan and profile sheets must read from left to right. Plans must be arranged so that
the north arrow is either pointed toward the top or to the right edge of the sheet. Adjustments may be
considered when matching existing stations from other plans.
J. Benchmark
The plans datum must be based on published benchmark information from the City of Arroyo Grande.
Include a description of the benchmark and the datum for its reference elevation. The plans must
reference a durable local benchmark that will be utilized for the construction of the improvements and
must include an indication of its location on the Vicinity Map or the plans.
K. Basis of Bearings
The plans must indicate the basis of bearings that will be used for construction of the improvements.
The plans must include a description of the points that form the basis of bearings, along with the
appropriate reference information.
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L. Units of Measurement
The units of measurement on plans submitted to the City must be English Units (United States
Standard Measures).
M. Text
The minimum text size on full size plans shall be 3/32” (or 0.1”).
1.2 Design Exceptions
Unusual site conditions or matching existing infrastructure may warrant a deviation from these
standards. Where such situations occur, the Engineer of Work may request a design exception. The
Engineer of Work must demonstrate that the proposed deviation adequately addresses:
1. public health and safety
2. long term maintenance
3. environmental impacts
4. orderly community development.
Avoiding or reducing project costs is not normally adequate reason for approving a design exception.
As these assessments require professional engineering judgment, all proposals for a design
exception must be prepared by a registered professional engineer and be approved by the City.
Requests for a design exception shall be proposed in writing by the Engineer of Work following the
prescribed format (see Appendix). The Engineer of Work must also sign and seal the Design
Exception Application to the City.
1.3 Americans with Disability Act Requirements
The Americans with Disability Act (ADA) was signed into Federal law in 1990. ADA seeks to provide
equal access to public facilities for all Americans regardless of age or physical ability.
Since the ADA requirements are contained within the Federal and State law, the users of these
standards are also expected to fully comply with the law. The information included in these standards
are provided to assist the user and to help ensure City facilities are also in compliance.
A. Design Requirements
The design and placement of ADA facilities within the public right-of way including curb ramps and
designated parking spaces must comply with:
1. Caltrans Design Information Bulletin; DIB 82-05 Pedestrian Accessibility Guidelines for Highway
Projects
2. Caltrans Standard Drawing A88A – Curb Ramp Details
3. Caltrans Standard Drawing A88B – Curb Ramp and Island Passageway Details
4. Caltrans Standard Drawings A90A and A90B – Accessible Parking
Curb ramps must be designed and detailed with spot elevations, slopes, dimensions, and profiles of
both the existing condition and proposed design.
B. Design Aids
The following are useful design aids for understanding and implementing ADA within the Public Right
of Way:
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Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 16 of 66
1. CalDAG (California Disabled Accessibility Guidebook)
2. ADAG (Americans with Disabilities Act Guidelines)
3. PROWAG (Pedestrian Right-of-Way Accessibility Guidelines)
C. Design Exceptions
Design exceptions to ADA requirements must be specifically reviewed and approved by the City prior
to construction. Requests for an ADA design exception shall be proposed in writing by the Engineer
of Work. The Engineer of Work must also sign and seal the Design Exception.
2. Site Preparation & Grading
2.1 Design Standards
2.1.1 Site Preparation
This section provides standards for all work that is required to prepare a site for construction of any
public improvements, as defined in these Public Improvement Standards.
A. Verification of Underground Utilities.
The location of underground utilities shall be verified prior to excavation for all work that is covered by
these standards and which also includes excavation or other risk to underground utilities. Potholing
for locating utilities, for placing sign posts, or for placing fence posts shall also be considered as
excavation for the purposes of this section.
1. The person(s) performing the excavation shall verify the exact location and depth of all utilities
including those not shown on the plan prior to start of work.
2. Contact Underground Service Alert at (800) 422-4133 at least 48 hours before but not more
than 10 days before the excavation.
B. Clearing and Grubbing.
Clearing and grubbing activities shall conform to Section 16 of the State Standards. Additional
requirements shall apply if determined necessary by the project soils and geological report.
C. Tree Removal.
All trees to be removed or impacted shall be depicted on the improvement plans, and shall be
consistent with the environmental determination which was prepared for the project. Required tree
removals must comply with section 12.16 of the City’s Municipal Code.
2.1.2 Grading Design
Where applicable, grading constructed for projects regulated by these City Standards shall conform to
Sections 4 through 22 of the Standard Specifications and the latest edition of the California Building
Code (CBC), and Section 13.24 of the City’s Municipal Code. In addition, grading activity reviewed by
the City will be subject to the requirements listed below.
A. Grading Plan Submittals.
All grading plans reviewed by the City shall address the following requirements in their submittals:
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1. Soils and Geological Report.
The City may require a foundation and soils investigation and/or an engineering geologic report to
substantiate road designs. For any grading which may or will involve a structure (building pads,
retaining wall foundations, etc.) the City will:
a) require that a foundation and soils investigation and/or engineering geologic report be
submitted with the plans, or
b) documentation that a foundation and soils investigation and/or engineering geologic report is
not required, in accordance with CBC Chapter 18, Section 1803.
If a foundation and soils investigation and/or engineering geologic report are required, the preparer of
the investigation and/or the report shall provide, prior to plan approval, a letter to the City stating that
the plans were reviewed by him/her and that the plans conform to the investigation and/or the report.
2. Grading Quantities.
The Project Engineer shall enumerate the quantity of cut and of fill on the face of the grading plans.
When the project site is not anticipated to balance a note shall be provided on the grading plans
stating that the earthwork sending/receiving site shall secure the necessary permits prior to
commencing work. When requested, then engineer of work shall demonstrate that the necessary
permits have been obtained prior to importing or exporting soil.
3. Erosion/Sedimentation Control Plan.
All public improvements involving Grading shall prepare an Erosion and Sedimentation Control Plan.
The grading plans shall include a note identifying that proper dust control shall be maintained at all
times during construction. Dust control shall conform to the provisions of Section 10 of the Standard
Specifications.
3. Area of Disturbance.
The total Area of Disturbance for the project must be shown on the Title Sheet of the plans. All
projects involving site disturbance must comply with the requirements of the National Pollutant
Discharge Elimination System (NPDES). The Developer must submit a Notice of intent (NOI) to
comply with the General Permit for Construction Activity with the Regional Water Quality Control
Board (RWQCB). The Developer must provide the City with the Waste Discharge Identification
Number (WDID #).
A. Maximum Height of Cuts/Fills.
The maximum height of cut and fill slopes shall be as required by Chapter 13 AGMC and the CBC,
unless a more restrictive limit has been established by the:
1. conditions of approval
2. foundation and soils investigation
3. engineering geologic report
for the project. The design must incorporate the provision of:
1. “benches”
2. terracing
3. interceptor drains
4. setbacks
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whenever the slope height requires them, as indicated by Chapter 13 AGMC the CBC.
B. Grading Site Boundaries.
Each lot line within a proposed new subdivision shall be considered a “grading site boundary” for
purposes of implementing grading setbacks as required by the CBC.
C. Foundation Elevations.
All grading designs shall depict on the plans the “point of discharge” which satisfies the requirements
of the CBC, Section 1805.
D. Elevation Standards.
The following requirements for the relationship between street improvements and building elevations
shall also apply to the architectural plans for building construction:
1. The plans shall depict the finish floor elevation at all building entrances fronting a current or
future public street.
2. The plans shall depict the back-of-sidewalk elevations at the locations of all building entrances
referenced in #1, based on a typical sidewalk cross-slope of 1.5%.
3. The plans shall demonstrate compliance with ADA and CBC requirements for pedestrian
access to all building entrances.
E. Drainage Systems.
Drainage Systems on Slopes must be designed as required by Chapter 13 AGMC and the CBC.
F. Slope Easements Required.
Slope maintenance easements must be required for any excavation or embankment slopes which are
steeper than 5:1 (horizontal: vertical) that extend outside the right-of-way. All such easements shall
also provide for access and working space rights.
G. Retaining Walls.
Prior approval is required for the construction of any:
1. reinforced concrete
2. reinforced concrete masonry unit (CMU)
3. mortarless element
retaining wall which would require a construction permit. If a proposed wall is below the threshold
where a construction permit would be required, it shall be shown in the grading plan in order to
evaluate its relationship to site drainage. Retaining walls shall be constructed based on an approved
design. Examples of approved designs include:
1. Design Standards from the State Standard Plans
2. Design Standards from an approved alternate reference
3. Designs prepared, signed and sealed by a registered civil engineer
In addition, the following requirements shall apply to any retaining walls proposed as part of any
public improvements:
1. Designs for any retaining wall shall include the location in plan view, a typical cross section, and
an elevation view of the full length of the proposed wall. The Project Engineer must also
CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010
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provide all design calculations, signed and sealed, to the City for review, along with any
applicable foundation and soils investigation or engineering geologic reports.
2. Wood retaining walls shall be no greater than 2-feet in exposed height, and shall be considered
appropriate for landscaping purposes only. Wood retaining walls shall not be located within the
right-of-way.
3. Any wall greater than 30-inches in exposed height, within 3 feet of walkway, shall include a
guard (pedestrian railing) as defined in CBC Chapter 10, Section 1013 “Guards,” or
maintenance worker fence as defined by Cal-OSHA and shown in the State Standard Plans.
4. The Engineer of Work shall demonstrate that wall designs are appropriate for the soil and
loading conditions.
H. Preservation of Trees.
Existing trees within the area of any grading shall be preserved as required by the conditions of
approval for the subdivision or land use permit. All trees to be removed or impacted shall be depicted
on the grading plan.
I. Stockpile Requirements.
If a project will be stockpiling material from either on-site or off-site sources the following design
criteria applies:
1. All stockpile location/s shall be shown on the grading plan and erosion control plan as well as
the SWPPP, if a SWPPP is required. Stockpiles shall be located a minimum of 50-feet away
from drainage structures and water bodies such as creeks, rivers and drainage courses.
Stockpiles shall not be located in environmentally sensitive areas.
2. Stockpiles may not be located on slopes greater than 20%.
3. No stockpile shall remain longer than 6 months without prior written approval from the City.
4. All stockpiles shall be shaped, not left in an “end dump condition”. Stockpiles shall have a
slope of 3:1 or flatter with the top surface sloped downhill at minimum of 0.5% and a maximum
of 5%.
5. Maximum height of any one stock pile shall be 20 feet.
6. No one stockpile shall exceed 5,000-cubic yards. Adjacent stock piles shall not be located
closer than 50-feet to each other. Measured from edge to edge.
7. All stockpiles regardless of time of year shall have silt fence installed immediately around the
perimeter of the stockpile at the toe of slope. This silt fence shall be maintained until stockpile is
removed.
8. Between April 15th and October 15th stockpiles remaining in-active for longer than one week
shall be covered with plastic and secured to control dust.
9. Between October 15th and April 15th (rainy season) stockpiles shall be stripped of plastic
coverings and appropriate Best Management Practices that reduce erosion potential and
stabilize the slopes i.e. hydro-seeding, straw, straw wattles etc. be implemented.
10. Once a stockpile is removed, the area below shall be returned to the original contours or final
project finished grades with established vegetation. This shall be done prior to acceptance of
improvements.
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2.2 Construction
2.2.2 Construction Testing
A. Compaction Standards.
The Project Engineer shall collect compaction data throughout construction and as required by the
CBC. Following completion of the work, the Project Engineer shall provide compaction reports to the
City, certifying compliance with these requirements, for all the following areas:
1. Each graded lot pad
2. All roadways
3. All roadway shoulders
4. All sidewalk areas
B. Elevation Certification.
The Project Engineer shall collect elevation data for all graded lot pads. Following completion of the
work, the Project Engineer shall provide elevation certifications to the City prior to project completion,
or building foundation pour, whichever occurs first.
C. Inspections.
1. The Developer shall be responsible for ensuring that all required inspections are requested and
performed; the Project Engineer shall be responsible for the competency of all required
inspections.
2. The Project Engineer shall either: (a) document that no Special Inspections are required, or (b)
prepare a Statement of Special Inspections in accordance with CBC Chapter 17, Section 1704.
D. Grading in Open Space Areas.
No grading shall occur in any Open Space area before the pertinent Open Space Agreement is
recorded.
E. Erosion Control During Construction.
Follow-up applications of hydro-seeding shall be made as needed to cover weak spots, and to
maintain adequate soil protection. These applications shall avoid over-spray onto the traveled way,
sidewalks, lined drainage channels, and existing vegetation. After any rainfall event, the Developer is
responsible for maintaining all slopes to prevent erosion.
F. Retaining Walls Inspection.
Inspections are required at several phases of wall construction.
1. Footings (prior to pour)
2. Walls:
a. Masonry: Pre-grout/reinforcement steel (prior to grouting)
b. Reinforced concrete: Forms and reinforcement steel (prior to pouring)
3. Backfill/drainage (prior to backfill)
4. Final
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3. Roadways
3.1 Design Standards
3.1.1 Definitions
A. Complete Street:
A complete street is a street designed and built to accommodate all users of the roadway including:
1. Pedestrians
2. Bicyclists
3. transit riders
4. commercial vehicles
5. general motorists.
A complete street is user friendly for all users regardless of age or ability.
B. Local Road.
A Local Road or street is one that is or will be used primarily for access to abutting property. As used
in these Standards, the term “Local” includes all other roads not considered Arterial or Collector.
Local Roads must be designed to the minimum requirements of Engineering Standard 7010.
C. Collector Road.
A Collector Road or street is one which is or will be used primarily to enable traffic to move to and
from Local Roads, other Collector Roads, or Arterial Roads. As used in these Standards, the term
“Collector” includes all those roads designated as Collector in the Circulation Element of the General
Plan or as designated in the California Road System Maps maintained by Caltrans. Collector Roads
must be designed to the minimum requirements of Engineering Standard 7010.
D. Arterial Road.
An Arterial Road is a high-capacity urban road. The primary function of an arterial road is to deliver
traffic from collector roads to freeways. Arterial Roadways have limited-access from private property.
Arterial Roads must be designed to the minimum requirements of Engineering Standard 7010.
E. Speed:
Speed for City roads is defined as follows:
x Average Speed is the summation of the instantaneous or spot-measured speeds at a specific
location of vehicles divided by the number of vehicles observed.
x Design Speed is used to determine the various geometric design features of a roadway.
Design speed is selected in accordance with these standards or as determined by the City.
x 85th-Percentile Speed is based upon measured field data and is the speed at or below which
85 percent of the motor vehicles travel.
x Operating Speed is the speed at which a typical vehicle or the overall traffic operates.
Operating speed might be defined with speed values such as the average, pace, or 85th
percentile speeds.
x Pace is the 10 mph speed range representing the speeds of the largest percentage of vehicles
in the traffic stream.
x Posted Speed is the speed determined following an engineering and traffic survey (CVC 627).
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x Prevailing Speed is the 85th percentile speed.
x Running Speed is the average operating speed over a selected road segment. On a straight
level road segment, the running speed will typically equal the prevailing speed throughout the
road segment. On road segments with varying conditions such as a curving mountain road, the
operating speed may vary at different points along the segment. The running speed is typically
determined by the measuring average time to travel the full segment.
F. Roadway Structural Section Factor of Safety.
New Collector and Arterial Roads must be designed to include the Caltrans safety factors of 0.20-foot
and 0.10-foot, for flexible pavement with a base layer and for full depth asphalt, respectively. The
Empirical Method for calculation of the structural section is discussed in Topic 633 of the Highway
Design Manual.
3.1.2 Design Criteria
A. Design Speed.
The selection of the design speed for a City road shall be selected as follows:
1. For spot improvements fronting existing roads such as driveways, sidewalks, trails and other
similar improvements the design speed shall be the prevailing speed.
2. For new roads where speed data cannot be measured or significantly altered roads where
measured speeds are not relevant, the design speed shall be:
a. 35 MPH for Arterial Roads
b. 35 MPH for Collector Roads
c. 25 MPH for Local Roads
3. For road segments with varying geometry the design speed shall be based upon the prevailing
speed.
B. Longitudinal Grade.
The grade along the profile or flowline of any new roads or streets shall conform to the following:
1. The minimum longitudinal grade along the profile or flowline of new roads or streets constructed
of Hot Mix Asphalt shall be 0.50 percent.
2. The minimum grade along the profile or flowline of new roads or streets constructed of portland
cement concrete shall be 0.30 percent.
3. Vertical curves shall be used at grade breaks greater than 1%.
4. Provide a minimum of 50-foot tangent between sag-sag or crest-crest adjacent vertical curves.
C. Horizontal Alignment.
Avoid use of compound curves. Use a minimum of 50-foot separation between horizontal curves.
D. Cross Slope.
The slope transverse to the profile or flowline of roads or streets shall conform to the following:
1. The standard cross-slope to be used for all new construction shall be 2.0 percent.
2. The minimum cross slope for widening any roads or streets shall be 1.0 percent, except for
superelevated sections or approaches to cross gutters.
3. The maximum cross slope for widening any roads or streets shall be 5.0 percent, except for
superelevated sections.
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4. Grade breaks in the cross slope shall be minimized where possible and shall in no case be
greater than 1.0 percent (algebraic difference) within the traveled lanes nor more than 3.0
percent (algebraic difference) within the paved shoulders.
E. Intersecting Streets or Roads.
1. When two streets or roads intersect, neither shall have a grade greater than 3.0 percent for a
minimum distance of 40-feet measured from the curb line of the intersected street or road to the
beginning of the first vertical curve. In unusually rough terrain, the City may allow up to a
maximum of 5.0 percent.
2. Street intersections and driveway approaches must be designed to conform to the sight
distance requirements. See Engineering Standard 7410.
3. Street intersections must meet at an angle of 90 degrees where possible and in no case may
this angle be less than 85 degrees.
4. Intersection spacing must comply with the latest version of the Highway Design Manual Table
405.1B Application of Sight Distance Requirements.
5. Curb Returns
a. Provide a minimum curb return radius of 25 feet for local or collector streets.
b. Provide a minimum curb return radius of 35 feet for arterial or greater.
F. Bikeways.
Bikeways must be incorporated into the design of any public improvements whenever a street is
recommended for bikeway improvements by the Bicycle and Trails Master Plan.
G. Cross Gutters.
Cross gutters may be used on local roads. Installation of cross gutters on collectors and arterial
roadways may only be allowed when alternative drainage methods are not feasible or cost prohibitive
as determined by the City.
H. Curve Data.
The computed curve data for all centerline curves shall be shown on the plans.
I. Obstructions at Public Road Intersections and Knuckles.
No signs, hedges, shrubbery, vegetation, fence or other sight distance obstruction may be placed
within the restricted area at the corner of any public road intersection, inside curve of any knuckle, or
within the sight triangle of any common driveway. An obstruction is considered any such item which
is higher than 2.5-feet above either the nearest pavement surface or the nearest traveled way. See
Engineering Standard 7410.
J. Right-of-Way.
Right-of-way easement shall be offered for dedication to the public and contain all elements of the
roadway prism, as depicted in the Engineering Standards.
K. Street and Road Profiles.
Streets may be required to be extended to the boundary of a site proposed for development. In such
cases, the design must include an extension of the street profile for a minimum distance of 200-feet
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beyond the project limits, depicting both existing grade and a potential design grade that comply with
the required design speed.
L. Mid-Block Tapers.
Provide tapers at each end of a roadway segment. Roadway tapers must be located beyond the end
of the development site. Tapers which affect the width or lateral placement of travel lanes must be
designed as follows:
Roads with a prevailing speed of 45 mph or greater, use taper length transition formula:
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Roads with a prevailing speed less than 45 mph, use taper length transition formula:
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Where:
L = the taper length in feet
W = the width of the offset distance in feet
S = the prevailing speed
All other tapers including:
1. Shoulders
2. parking lands
3. bike lanes
provide a minimum ratio of 5 (longitudinal) to 1 (lateral).
M. Turning Design.
Road intersections, driveways, and parking lots must be designed to accommodate the minimum
turning radius of commonly anticipated vehicles as well as emergency service vehicles. The required
minimum turning radius is as follows:
1. Arterial Road: California Legal Vehicle 50-foot radius HDM Figure 404.5C and 404.5D.
2. Collector Road: California Legal Vehicle 50-foot radius HDM Figure 404.5C and 404.5D.
3. Local Road: 45-foot Bus and Motorhome Design Vehicle HDM Figure 404.5F
Local Roads vehicle turn path may use opposing lane when the Annual Average Daily Traffic (AADT)
is less than 1,000 vehicles per day.
N. Cut and Fill Slopes within the Right of Way.
Flatter slopes along the roadway provide:
1. improved appearance
2. reduced erosion
3. reduce maintenance needs
4. increase safety
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5. increase public usability.
Therefore, where practical slopes should be 5:1 or flatter within the right-of-way. Where flatter side
slopes are not practical the following minimums shall apply:
1. 4:1 minimum for a minimum distance of 15 feet from the edge of traveled way on roads with a
design speed greater than 30 MPH.
2. 3:1 minimum for a minimum distance of 15 feet from the edge of traveled way on roads with a
design speed greater than 25 MPH.
3. 2:1 minimum on roads with a design speed equal to or less than 25 MPH.
The City may approve (via the design exception process) steeper slopes when the following
conditions are demonstrated:
1. Proposed slopes have been determined to be stable by a geotechnical engineer
2. Adequate lateral clearance from the travel way is provided
3. Adequate erosion control can be established
4. Adequate access for maintenance is provided
5. Adequate sight distance is provided.
6. Adequate setback is provided from adjoining properties or adjoining facilities.
O. Barricades.
Where improvements only cover a portion of the ultimate improvement and where an improved street
is proposed to be extended in the future, the improvements must include a barricade at the end to
serve as a warning to the public. The barricade shall be constructed, erected, painted and signed in
compliance with Engineering Standards.
P. Survey Monuments.
Provide survey monuments at the following locations:
1. Set permanent monuments at all angle points and curve points on the exterior boundaries of
parcel maps and tract maps including all parcels contained within map.
2. Set permanent monuments at angle, curve points, and intersections of street centerlines
3. Any monument that is disturbed or destroyed must be replaced and corner record filed with
County of San Luis Obispo.
4. Set monuments in streets in compliance with Engineering Standard 9020.
Q. Street Lighting
All significant projects (ex: major remodels, street widenings, multi-unit developments, high density
residential) are subject to providing lighting per the requirements of this standard.
All major remodels, re-developments, or significant sidewalk replacement projects in the village must provide
new pedestrian level ornamental lighting.
See section 77-5 of the Standard Specifications for Luminaire information.
Residential Street Light Poles are to be placed on lot lines whenever possible. Street Lights Poles and trees
should have a 20-foot minimum horizontal separation. Street Light Poles and shrubs should have a 5-foot
minimum horizontal separation.
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Street / Intersection Width (1) Street Light Pole Spacing (2) Luminaire (3)
Less than or equal to 40 feet Every 200 to 250 feet. Only one side of
street. One light per intersection. Type 1
Greater than 40 feet Every 200 to 250 feet. Alternating sides of
street. Two lights (min.) per intersection. Type 2
(1) Curb to Curb distance
(2) Intersection lighting shall be placed to minimize the likelihood of the pole being struck by
turning traffic and may be set back from the curb face if needed and a longer arm installed
to meet light placement requirements.
(3) Refer to Section 77-5 “LED LUMINAIRES” of the Standard Specifications for Luminaire
information.
3.2 Construction
3.2.1 Testing
Project testing must conform to the requirements of the City's Quality Assurance Program.
A. Basement Soil.
Resistance factor “R” tests must be made by the Project Engineer as required by the City. The
location of the tests within the area shall be selected so that an average “R” value may be determined
for the entire development area.
“R” value tests may be required prior to approval of construction plans in cases where a road is
anticipated to have a high forecast traffic volumes and traffic index or known poor quality basement
soil.
4. Road Edges
4.1 Design Standards
4.1.1 Sight Distance
A. Public Road Intersections.
Sight distance at all street intersections must comply with the sight distance requirements. See
Engineering Standard 7410.
B. Driveways.
Driveways accessing Collector or Arterial roadways must comply with the sight distance requirements
of Engineering Standard 7410. On higher speed roadways or where existing geometrics require,
stopping sight distance sight triangle analysis and implementation may be required.
4.1.2 Sidewalks
A. Curb Ramps Required.
Any installation of concrete curbs, gutters and sidewalks fronting a property at a public road
intersection must include the installation of curb ramps that comply with the current Caltrans Standard
Plans. Curb ramps must be installed at each corner of an intersection. Existing curb ramps fronting
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the property that do not meet current standards must be repaired or replaced as needed. No curb
ramps shall be constructed of Hot Mix Asphalt.
B. Attached and Detached Sidewalks.
Integral sidewalk, sidewalk with monolithic pour is the City standard for new sidewalk installations.
Replacement sidewalk must be replaced in kind, standard integral or detached. Installation of new
sidewalk in existing neighborhoods must match adjacent installations.
C. Bulb-Outs.
With City approval, bulb-outs conforming to the HDM may be provided at intersections in urban area
where curb, gutter and sidewalks are also provided.
D. Repair and Replacement of Sidewalk.
Existing sidewalk fronting the property shall be repaired and/or replaced as determined by the
following criteria:
1. ADA maximum allowable sidewalk vertical displacement = 1/4-inch
a. Vertical displacement of 3/4" or less – grind panel to provide smooth transition
b. Vertical displacement greater than 3/4” – remove and replace panel
c. Divots deeper than 1/2" and wider than 1/2" to 3/4" – use appropriate patch filler
2. ADA maximum allowable sidewalk horizontal displacement = 1/2-inch
a. Horizontal displacement of 1/2” to 3/4" – use appropriate patch filler
b. Horizontal displacement greater than 3/4” – remove and replace 5-foot panel
3. Misalignment of curb face of 3/4" or greater – remove and replace section
4. Gutters subject to standing water 1/2" deep or greater and for a distance of 5-feet or more –
remove and replace section.
E. Curb, Gutter and Sidewalk installation with Building Permit.
In compliance with Municipal Code Section 16.68.020(F) curb, gutter and sidewalk must be installed
along full frontage in areas without in any district/zoning other than:
1. A
2. AG
3. RE
4. RH
5. RR
Upon application for building permit. In the event a frontage has been previously improved with
concrete curbs, gutters, and sidewalks, the installation shall be subject to inspection by the Engineer
prior to the final approval of the building permit. In the event the existing concrete curb, gutter and/or
sidewalk is damaged or fails to meet acceptable grades established for the frontage. The permittee
must remove and replace those portions of curb, gutter and sidewalk found unacceptable
4.1.3 Multi-Use Paths
Multi-use paths are multipurpose facilities suitable for serving a combination of:
1. recreational hikers
2. pedestrians
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3. equestrians
4. bicyclists
5. other non-motorized vehicle users.
Multi-use paths within the City right-of-way shall be designed and constructed in accordance with
these standards:
A. ADA Compliant.
Multi-use paths must meet all of the ADA requirements for pedestrian paths including those for:
1. surface
2. width
3. grade
unless a nearby ADA compliant alternate path is readily available.
B. HDM Compliant
Multi-use paths that are reasonably anticipated to convey bicycle traffic must be designed either as a
“Class I Bikeway” or as “Trail” and shall comply with Chapter 1000 of the Highway Design Manual.
C. Attached and Detached Paths.
Where a multi-use path is to be constructed, it may be attached (i.e., integral with the edge of the
roadway pavement) or detached (separated from the roadway by a landscaped parkway).
D. Crossing Locations.
Multi-use paths which cross public streets or roads shall cross only at intersections.
4.1.4 Pedestrian Crossings
Crosswalks, either marked or unmarked, exist at all intersections of streets unless the local authority
has adopted regulations to restrict the crossing of pedestrian traffic. For locations not controlled by:
1. traffic signals
2. yield signs
3. stop signs
Marking of crosswalks may only be done after an engineering study is performed and has determined
if marked crosswalks are appropriate. The engineering study must include evaluation of the
following:
1. pedestrian demand
2. collision history
3. traffic volumes
4. site geometry
5. sight distance
6. visibility conditions at night.
If determined marked crosswalks are appropriate, marked crosswalk installations must include:
1. proper signage
2. ADA compliance
And may be required to include:
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1. warning devices
2. lighting.
New crosswalk markings, modification of existing crosswalk markings, and removal of crosswalk
markings may only be installed following approval by the Chief of Police.
The following guidelines shall be used when determining the marking of crosswalks and making
intersection improvements:
A. Installation of Marked Crosswalks at Uncontrolled Intersection.
Based on standards from:
1. Manual on Uniform Traffic Control Devices
2. Federal Highway Administration criteria (included in appendix)
to determine the appropriateness of marking crosswalks on public streets.
B. Installation of Marked Crosswalks Between Intersections (Midblock).
A midblock marked crosswalk may be considered for installation if it meets the following
requirements:
1. The crossing is more than 300-feet from the nearest signal or all-way stop-controlled
intersection
2. There is a reasonable demand within the concentrated area
3. The installation of marked crosswalk complies FHWA recommendations
C. Re-Installation of Marked Crosswalks Covered by Roadway Surfacing.
Re-installation of marked crosswalks may be evaluated as part of roadway resurfacing projects that
cover pavement markings. Markings that do not meet the current design guidelines will be
recommended for removal.
The California Vehicle Code, Section 21950.5, requires a public hearing 30 days prior to the removal
of a crosswalk. Any crosswalk scheduled for removal shall be posted at the site ten days prior to the
scheduled hearing before the Traffic Commission.
D. Marked Crosswalks at Traffic Signal Locations.
Marked crosswalks must be designated across all approaches of a signalized intersection, unless
individual approaches have had pedestrian traffic prohibited.
E. In-Pavement and Sign-Mounted Warning Light Systems for Crosswalks.
The installation of in-pavement or sign-mounted warning light systems, which incorporate flashing
systems based on pedestrian demand, may be considered if the all the following requirements are
met:
1. At least 40 pedestrians regularly use the crossing during one hour within a 24-hour period.
2. The vehicular volume through the crossing exceeds 200 vehicles during per hour.
3. The 85th percentile approach speed is 40 mph or less.
4. The roadway has more than 2 lanes but not more than 5 lanes in both directions.
5. The crosswalk is not controlled by a traffic signal, stop or yield sign.
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F. Crosswalk Dimensions and Markings.
Crosswalk markings must comply with Caltrans Standard Plan A24F Continental style.
4.1.5 Driveways and Off-Street Parking
A. Driveways on Arterial and Collector Street.
Driveways on arterial streets must conform to the following requirements:
1. Driveway access to must not be located any closer to the adjacent intersection than the
stopping sight distance for the posted speed limit of the roadway.
2. Driveways may only be served by a break in a center median when such a break is not
detrimental to the traffic flow.
3. The distance between driveways along commercially developed arterial streets and roads shall
not be less than 200-feet.
4. Where possible, driveways shall be located on cross streets or roads, rather than on arterial or
collector streets.
5. In new subdivisions, residential driveways along arterial or collector streets is not permitted;
these properties may take access from local streets.
B. Off-Street Parking Location.
All off-street parking facilities shall be located to the side or rear of buildings if feasible and be
accessible and useable for the associated use or activity. Parking required shall be located on site,
but not within any required front (street) yard nor upon any unpaved surface except on lawfully
established driveways and without obstructing a public sidewalk, except as otherwise provided for in
Section 16.56.050 of this chapter.
C. Design and paving standards for off-street parking facilities.
1. Dimensions of Parking Spaces.
a. Automobile: The standard stall size is 9 feet by 18 feet. Standard bay width must be
increased from 9 feet to 11 feet when parking area is adjacent to wall or property line.
b. Motorcycle: The standard stall size is 56 square feet. Provide Portland Cement
Concrete pavement surface for designated motorcycle parking spaces.
c. Accessible Parking Spaces: The number and size of accessible spaces are specified in
the California Building Code (part 2 of Title 24) Chapter 11. Each accessible parking
space must comply with the most current version of Caltrans Standard Plan A90A or
A90B.
d. Recreational Vehicle: The standard stall size is 10 feet by 36 feet.
2. Dimensions of Parking Bays and Aisles.
a. Vehicular: The minimum dimensions of parking bays and maneuvering aisles must
comply with Engineering Standard 2220 and 2240.
b. Bicycle: A minimum aisle width of five feet shall be provided between rows of bicycle
spaces.
3. Standard Improvements.
a. Directional Arrows and Signs.
i. Parking facilities 21 or more spaces must provide directional arrows and signage
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to simplify vehicular movement.
b. Drainage.
i. All parking facilities shall be graded and drained to dispose of surface water,
subject to the approval of the City Engineer. Oil separation or low impact
development stormwater devices are required. Surfacing, curbing and drainage
improvements shall be sufficient to prevent the free flow of water onto adjacent
properties or public streets or alleys, and to avoid standing pools of water within
the parking facility.
c. Lighting.
i. Parking areas serving more than two dwelling units must provide night time
security lighting.
ii. Lighting must be designed to reflect away from residential uses and motorists,
and must not create a glare or public nuisance to adjacent properties.
iii. Parking area lighting must be high energy-efficient type.
iv. Lighting must not exceed 0.5 foot-candles of illumination beyond the property
containing the use, and may not blink, flash, oscillate or be of unusually high
intensity of brightness.
v. All parking areas of five or more spaces shall have an average of one-half foot-
candle illumination per square foot of parking area for visibility and security
during hours of darkness.
vi. Wiring for the illumination must be underground unless existing overhead lines
can serve the need without any additional overhead lines.
vii. Each parking area of five or more spaces existing prior to the effective date of
this section that is enlarged, constructed, altered or changed from its previous
configuration are subject to retrofit parking lot with the required illumination.
viii. The following forms of outdoor lighting usage must be prohibited between
midnight and dawn:
a) The operation of spotlights for advertising purposes;
b) The illumination of outdoor public recreational facilities, unless a specific
recreational activity requiring the lighting is already in progress. Security
lighting may be provided;
c) Roof top lighting shall be base lighting, and overhead roof lighting shall be
prohibited.
ix. Outdoor light poles, except for street lighting, may not exceed twelve (12) feet
in height.
4. Safety Features.
a. Additional requirements and guidelines for parking facility safety including:
i. design,
ii. internal layout,
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iii. acceptable turning radii,
iv. pavement slope,
v. vehicular and pedestrian circulation, and
vi. other design features
may be required by the Community Development Director.
b. Visibility of and between pedestrians, bicyclists and motorists shall be assured when
entering individual parking spaces, when circulating within a parking facility, and when
entering and exiting a parking facility. To the extent possible, the parking facility shall be
designed so that primary pedestrian access to and from building entrances is along,
rather than across parking aisles.
c. Bicycle and automobile parking areas shall be separated by a physical barrier or
sufficient identification and distance to protect parked bicycles from damage by cars.
5. Shopping Cart Storage. Parking facilities serving uses that provide shopping carts must
provide shopping cart storage areas.
6. Striping and Identification.
a. All automobile parking spaces must be clearly outlined with striping on the surface of
the parking facility.
b. All accessible parking spaces shall be striped, marked, and signed according to
applicable state standards.
c. All motorcycle spaces must have bollards installed and appropriately spaced so as to
prevent automobile usage. Motorcycle spaces shall be marked so as to be clearly
identified for motorcycle use.
7. Surfacing.
a. All permanent vehicular parking spaces, driveways, and maneuvering areas must be
paved with permanent asphalt, concrete or pervious concrete pavers. Alternative
permanent paving materials may be approved for use. Alternative paving materials,
when installed according to manufacturer's specifications, must provide a suitable, all-
weather, load-bearing surface to support passenger cars and light-duty trucks.
Alternative paving surfaces for driveways or parking lots serving large commercial
vehicles or fire trucks must be designed to accommodate a maximum vehicle weight of
75,000 lbs. Alternative paving materials over City utility easements will not be repaired
or maintained by the City.
b. All bicycle parking and storage areas shall be surfaced so as to keep the area in a dust-
free condition.
c. Temporary parking facilities shall be provided with surfaces which prevent dust.
D. Access for off-street parking facilities
The location and design of all entrances and exits onto public rights-of-way shall be subject to the
approval of the city engineer so as to ensure minimum interference with the traffic flow and adequate
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Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 33 of 66
site clearance.
1. Residential parking: Garage or carport shall have a minimum unobstructed paved access of 12
feet for single-family development, and a minimum 16 foot width for any development
exceeding three units.
2. Parking areas for 30 or more vehicles must provide one driveway for entrance and one
driveway exit. Provide designated walkways for pedestrian access.
E. Clearance for off-street parking facilities
All driveways must maintain a vertical clearance of not less than 12 feet. Where fire access is
required a vertical clearance of not less than 13.5 feet is required. No encroachment into this vertical
clearance shall be permitted.
F. Screening for off-street parking facilities
Off-street parking areas located adjacent to any residential district shall be enclosed and effectively
screened from view. Off-street parking facilities for multifamily residential development shall be
screened so as not to be directly visible from the street.
G. Landscaping for off-street parking facilities
Off-street parking areas containing five or more parking must provide water efficient landscaping.
1. Interior Landscaping: A minimum of 10% of the gross lot area used for off-street parking and
access shall be provided in landscaping in the interior of the parking area. The planting areas
must provide a minimum size of 20 square feet. Landscaping must be distributed throughout
the parking area.
2. Perimeter Landscaping: In addition to interior landscaping, parking facilities abutting a public
street right-of-way must provide a perimeter landscaped strip a minimum of five feet in width.
The perimeter landscaped strip may include any required yard area and must be continuous
except for required access to the site or parking facilities.
3. All landscaped areas required for parking facilities must comply with the following standards:
a. Planting areas must be served by an adequate, water-conserving irrigation system.
b. All planted areas must be continuously maintained in a healthy, growing condition, and
receive regular pruning, fertilizing, mowing, trimming and weeding. Any damaged, dead
or decaying plant material shall be replaced within 30 days from the date of damage.
c. Protect planted areas with concrete curbs or other acceptable barrier.
d. Trees must be provided at a ratio of one tree for every five parking spaces. Ground
cover and turf is not acceptable.
4. Parking lot landscaping must be installed prior to final occupancy of the use for which the
parking lot is required.
H. Maintenance of off-street parking facilities
1. Parking spaces must be kept available vehicle parking use. No storage of objects, materials or
fleet vehicles may be allowed.
2. No storage of dismantled or disabled vehicles is permitted in driveways or open parking areas,
unless specifically permitted as a part of site approval.
CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010
Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 34 of 66
3. All parking areas must be kept clean and free of dust, mud, or trash. Pavement must be
maintained in a continuous state of good repair.
I. Off-street loading areas
1. All industrial and commercially zoned developments shall be designed with truck approach and
backup areas so as to prevent truck maneuvering within public rights-of-way.
2. Loading Areas. All industrial and commercially zoned developments must provide at least one
identified loading area 12 by 10 feet with ramp. Access to the loading area must be designed
to provide a 48-foot-long semi-trailer truck maneuvering area. All development projects
designed for sites of 14,000 square feet or less are not required to comply with the loading and
truck maneuvering requirements contained within this title, providing that:
a. The project proponent can demonstrate that adequate provisions for loading facilities
appropriate for the site and type of building proposed can be made;
b. The proposed loading facilities will not adversely impact adjacent properties or traffic
circulation on public streets and alleys; and
c. Loading areas are screened from public view and residential development.
3. Other Requirements. All developments zoned commercial or industrial shall be designed with
the following:
a. At least one driveway approach capable of accommodating a 48-foot wheel track
turning radius; and
b. At least one on-site maneuvering area which provides a 48-foot wheel track turning
radius through the parking area.
4.1.6 Trees Trimming and Removal within the Right-of-Way
A. Definitions
1. Rights of Way
a. Fee title – City owns the land on which the road is constructed.
b. Easement – adjoining property owners own the land on which the road and sidewalk is
constructed.
c. Street Tree Easement – easement area adjacent to sidewalk or public utilities easement
reserved for street tree installation.
d. Public Utility Easement – easement area adjacent to sidewalk typically reserved for utilities
and street tree installations.
e. Public Right-of-Way – area reserved for road, curb, gutter, and sidewalk. This area width is
typically from back or sidewalk on one side of roadway to back of sidewalk on the other
side of the roadway.
2. Tree Ownership
a. City tree – any tree partially or wholly based in a “fee title” right-of-way.
b. City tree – any tree within the public right-of-way, easement or fee title.
c. City tree – any tree in designated street tree easement planted as a condition of approved
development.
d. Privately owned tree – any tree not designated as City tree.
CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010
Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 35 of 66
3. Hazardous Tree – any tree that contains one or more of the following conditions:
a. Split trunk.
b. Cracked main branches.
c. Trunk leaning off of vertical by at least 15 degrees.
d. Diseased or damaged trunk or main branches.
e. Over half of main branches have been broken off leaving skeleton or unsightly tree.
f. Any condition that threatens the safety of the public or endangers City facilities.
g. Dead tree.
B. Preservation of Existing Trees.
Existing trees within the area of any roadway public improvement must be preserved unless a tree
removal permit has been issued. All trees within or near the lateral clearance requirements must be
shown on the improvement plans. All trees planned to be removed or impacted by the improvements
must be shown on the improvement plans.
C. Criteria for Tree Removal within City Rights-of-Way.
Tree removal falls into the following categories:
1. Those that interfere with the safe operation of the road.
2. Those that are deemed a hazard or create a potential liability.
3. Those that interfere with the approved development of the adjacent project.
City trees may not be removed without a tree removal permit. Any tree removed may be required to
be replaced.
D. Responsibility for Trees.
1. The City will maintain City trees (those within fee rights-of-way).
2. Privately owned trees must be maintained by the property owner.
3. Where trees jeopardize traffic, drainage, safety, or other critical services and the risk is
imminent, the City may act to mitigate. In these situations, the tree owner is responsible for all
other work and liable for any damage and residue left after the City is complete with mitigation
work.
E. Procedures for Applying for Tree Removal within City Rights-of-Way.
Trees within Street Tree Easement or Public Utilities Easement adjacent to the right-of-way may be
removed by the property owner at the property owner’s expense subject to the following:
1. The property owner must obtain a Tree Removal Permit from the City.
2. The property owner must obtain an Encroachment Permit from the City setting forth the
conditions to be followed in the removal. If the sidewalk, curb or gutter replacement is included
in the planned work, encroachment permit fee may be waived.
F. Tree Trimming.
Property owners must hire a licensed, bonded and insured tree company to trim private trees within
Street Tree or Public Utilities Easement when the work or equipment is within the Right-of-Way or will
impact Public Traffic.
CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010
Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 36 of 66
4.1.7 Trees and Landscaping within the Right-of-Way
A. Tree Placement.
1. Where possible trees shall be located outside the City right-of-way.
2. New trees planted within the right-of-way may be approved where a maintenance program is
established and funded for the landscape and sidewalk. This is not applicable to replacement
trees within the right-of-way.
3. The eventual trunk size and branch height must not impair sight distance on the street or
driveways.
4. Trees shall be planted with adequate lateral clearance from the road traveled way and from
parking.
5. A street tree shall be planted at the time of construction by every property owner spaced no
farther than fifty (50) feet apart along the street frontage of any building constructed. Interior
remodeling permits and activity shall be exempt from street tree planting requirements.
B. Tree Selection.
The type of trees planted within the right-of-way shall be subject to approval by the City. Trees must
be selected from the approved list of street trees. See Engineering Standard 8010. Street trees shall
be of a fifteen (15) gallon container size (or greater) and comply with the standards set forth by the
American Society of Nurserymen.
C. Planting.
Landscape and plant selection within the right-of-way is subject to approval by the City.
Considerations include:
1. Plants selection must not impair sight distance within the roadway. This limits plant height near
intersections to 30 inches.
2. Planting must be located such that the full size plant will not impair pedestrian access on
sidewalks and pathways. Planting must not inhibit the use of parking.
3. Plant selection must have minimal debris loading on drainage facilities.
4. Wood bark and “gorilla hair” and other floating mulch must not be used near drainage facilities.
5. Provide drip irrigation for planting within the street right-of-way.
D. Low Impact Development (LID).
Low Impact Development (LID) facilities with appropriate landscaping must be placed outside the
right-of-way.
4.1.8 Other Design Standards
A. Lateral Clearance.
Lateral clearance is measure from the edge of travel way to the edge of an un-yielding fixed object.
Examples of unyielding fixed objects include, but are not limited to:
1. Trees
2. utility poles
3. transformers or other above-ground facilities
4. sampling stations or other utility installations
5. signs mounted on standards without “break-away” provisions.
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Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 37 of 66
Examples of yielding fixed objects which may be permitted within the lateral clearance include:
1. landscaping other than trees,
2. signs mounted on standards with “break-away” provisions
3. fire hydrants with “break-away” provisions.
The minimum lateral clearance must be provided as shown on the table below.
Road Classification Required Lateral Clearance
Arterial 10 feet
Collector 10 feet
Local 5 feet
B. Vertical Clearance.
A minimum vertical clearance of not less than 15-feet must be provided above the travel way and
shoulders, and 8-feet above sidewalks.
C. Railings and Barriers.
Railings and barriers must be placed as needed to address:
1. roadway safety conditions,
2. accommodate pedestrian and bicycle traffic,
3. comply with ADA requirements
4. comply with OSHA requirements.
The Project Engineer must evaluate the need to install such railings and barriers based on the
following criteria:
1. Guardrails: Design guardrails in compliance with chapter 7 of Caltrans’ Traffic Manual. The
designer must consider the elimination of obstacles prior to proposing the installation of
guardrails.
2. Bikeways: Railings must be installed on structures and along the pavement edge where
embankment slopes drop off steeper than 2:1 within the lateral clearance requirement. Railings
must conform to the Caltrans Bridge Design Specifications Section 2.7.2 “Bicycle Railing”.
3. Pedestrian Railings: Railings are required for sidewalks or multi-use paths when:
a. When a drop off exceeds 30-inches in height is within 5 feet.
b. The adjacent slope exceeds 3:1.
For locations along a sidewalk where the dropoff is greater than 6-inches but less than 30-
inches, a 6-inch warning curb must be installed along the edge in conformance with CalDAG.
4. Maintenance Work Surfaces: In any road right-of-way with retaining walls greater than 4-feet in
height, but not subject to the bikeway or pedestrian requirements listed above, a railing system
must be provided pursuant to OSHA Standard 1910.23(b) “Protection for wall opening and
holes,” for the safety of maintenance workers. Railing systems must be, at a minimum, a Cable
Type railing as detailed in the State Standard Plans.
D. Clearance Requirements for Rights-of-Way.
It shall be the responsibility of property owners to maintain sidewalks and multiuse paths fronting their
property free from all encroachments.
CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010
Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 38 of 66
E. Bus Turnouts.
Where construction of a bus turnout is required by project conditions of approval, construct bus
turnout in compliance with Engineering Standard 4920.
5. Storm Drainage
5.1 Design Standards
A Hydrologic and Hydraulic Analysis Report provides analysis on existing conditions and proposed
improvements in order to determine whether if those proposed improvements have reasonably
accounted for floodwater/rainwater flow for the project site and surrounding areas. This type of
Report is required due to development of land or when changes are proposed to existing drainage
patterns.
The Hydrologic and Hydraulic Analysis Report must include a complete analysis of proposed
improvements and supporting documentation including computations and any relevant information
that may assist in the review process. The Report must be prepared, signed and stamped by a Civil
Engineer who is registered in the State of California. At a minimum, the following information must be
included in the Report is considered as the minimum for inclusion in the drainage study submittal.
5.1.1 Hydrology
A. Drainage Report Requirements.
Introduction and Background
The introduction and background must consist of a discussion of the proposed project including
existing conditions and a description of the project site including a location map. Include discussion
within the introduction and background section on:
1. the purpose and scope of the drainage study;
2. the proposed methodology for the analysis;
3. existing drainage problems including bank stability problems;
4. proposed alterations to existing drainage features; and
5. constraints that influence selection of available alternatives.
Location Map/Description
A discussion of the project area including a map identifying the location of the proposed project must
be included in the study.
Watershed Description/Delineation
The catchment tributary to project improvements and to downstream facilities being analyzed must be
delineated on mapping sufficient to identify the parameters utilized in the analysis. Scale and detail
must be sufficient for the level of analysis. A base map created from information on a U.S.G.S. 7.5
minute quadrangle map will be considered as minimum required for the submittal. The map must
show all points of flow concentration and sub-basins, and must utilize a numbering system for these
that is consistent with that used in the drainage calculations.
CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010
Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 39 of 66
Hydrologic Analysis
The hydrologic analysis must include a presentation and discussion of the results obtained by the
analysis and calculations performed. Calculate peak flow rates at each point of concentration for the
2-year, 10-year, 25-year, 50-year and 100-year precipitation event. Provide flow hydrographs for
watersheds over 200-acres. Provide narrative and supporting assumptions such as runoff
coefficients, times of concentration or lag times, channel routing assumptions, etc.
Hydraulic Analysis
The hydraulic analysis must include a presentation and discussion of the results obtained by the
analysis and computations performed.
Risk Assessment/Impacts Discussion
At a minimum, an evaluation of the significance of computed discharges with respect to flood
protection, flood damage and impacts on the stability of the drainage system must be included in the
Report. Vulnerability of exposure must be determined and proposed improvement levels of protection
must be justified. A discussion of any potential catastrophic losses, including associated value, must
be adequately discussed when applicable.
Enhancement/Mitigation
Proposed mitigation measures to onsite impacts and downstream drainage facilities, including
riparian planting, bank stabilization, and in-stream aquatic enhancement structures must be
specifically discussed.
Unusual or Special Conditions
Any unusual or special conditions must be discussed in the Report. These include those related to
existing facilities, physical or hydrological characteristics or the catchment and unusual or special
requirements of the existing or proposed drainage system such as those related to operation or
maintenance. Description of any special permits or special conditions required from regulatory
agencies other than the City for the construction of proposed drainage improvements must be
thoroughly discussed in the Report.
Conclusions
A conclusion section must be included in the Report. Outcomes resulting from the proposed
improvement analysis must be summarized and proposals, recommendations and requirements must
be identified and adequately discussed.
Technical Appendix of Supporting Documentation for Calculations
A technical appendix must be included in the Report that includes documentation of the analysis, any
reference materials, documentation of parameter estimations used in the analysis, historical data
used in the analysis, worksheets, completed water surface profiles, cross section information and
flood plain mapping, and soil boring logs and laboratory data. The appendix will be reviewed as the
complete technical support data package.
CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010
Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 40 of 66
B. Rational Method.
Hydraulic designs may use the Rational Method, for areas not to exceed 200 acres. See the “Urban
Drainage Design Manual” Engineering Circular Number 22 by the Federal Highway Administration.
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ܳൌ݂݈ݓ݂݅݊ݐ ଷ
ݏ݁ܿܥൌ݀݅݉݁݊ݏ݈݅݊݁ݏݏݎݑ݂݂݂݂݊ܿ݁݅ܿ݅݁݊ݐ
ܫൌݎ݂݈݈ܽ݅݊ܽ݅݊ݐ݁ݏ݅ݐݕ݄݅݊݅݊ܿ
݄ݑݎܣൌܽݎ݁ܽ݅݊ܽܿݎ݁ݏ
The runoff coefficient, C is a function of the ground cover and It relates the estimated peak discharge
to a theoretical maximum of 100% runoff. Typical values for C are given in table below.
Typical Runoff Coefficients for Rational Formula
Type of Drainage Area Runoff Coefficient, C
Business / Industrial Area 0.85
Single Family Residential 0.40
Multi-unit Residential 0.70
Parks & Playgrounds 0.30
Grass Area – Steep Slope 0.20
Street 0.90
If the basin contains varying amounts of different land cover, a composite coefficient must be
calculated through area weighing as follows:
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ܣ ܣ ܣ
Calculate the time of concentration using equation below:
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ܪ ቇ
Ǥଷ଼ହ
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ܮൌ݈݁݊݃ݐ݄݂݄݈݈ܿܽ݊݊݁݅݊݉݅݁ݏ
ܪൌ݂݂݀݅݁ݎ݈݁݊ܿ݁݅݊݁݁ݒܽݐ݅݊݅݊ݓܽݐ݁ݎݏ݄݁݀
CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010
Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 41 of 66
Based on time of concentration select the appropriate rainfall intensity for the appropriate recurrence
interval from table below:
Re
c
u
r
r
e
n
c
e
I
n
t
e
r
v
a
l
Rainfall Intensity Chart based on Time of Concentration
10 Min 15 Min 30 Min 1 Hour 2 Hour 3 Hour 6 Hour 10 Hour
2 Year 1.70 1.40 1.00 0.65 0.44 0.37 0.29 0.22
5 Year 2.30 1.90 1.30 0.85 0.60 0.52 0.41 0.33
10 Year 2.80 2.40 1.60 1.03 0.74 0.64 0.50 0.38
25 Year 3.20 2.70 1.90 1.20 0.92 0.80 0.64 0.50
50 Year 3.70 3.10 2.10 1.40 1.05 0.92 0.74 0.58
100 Year 4.00 3.40 2.30 1.50 1.13 1.00 0.80 0.62
C. Special Design Problems.
For drainage areas in excess of 200 acres, the Engineer must use a unit hydrograph based approach
to quantify runoff. An acceptable method for determining storm runoff is the National Resource
Conservation Service method.
5.1.2 Hydraulic design standards
A. Design Parameters.
The following storm reoccurrence intervals must be used as minimum design requirement:
Type of Drainage System Minimum Design Parameters Interval
Culverts x 100 Year Event – no objectionable backwater depths or
outlet velocities
x 100 Year Event – 2’ of freeboard below street centerline
x 10 Year Event – no headwater above inlet
Storm drain systems x 25 Year Event(1)
Drainage Inlets x 25 Year Event assuming 50% blockage
Bridges x 100 Year Event – no freeboard
x 50 Year Event – 2’ of freeboard
Roads x 10 Year Event – contained within top of curb, may not
encroach into the travel way
x 100 Year Event – contained within right-of-way, may not
encroach into, may encroach into ½ of the outer travel lane.
Detention basin
Retarding basin
x 100 Year Event – post development release rate to match
pre-development hydrograph – Stormwater Drainage Zones
B and C. See Appendix I
Infiltration basin
Retention basin
x 100 Year Event – no release only infiltration – Stormwater
Drainage Zone A. See Appendix I
Open Channels / Creeks x 100 Year Event
1) Hydraulic grade line shall be a minimum of 0.50-feet below the elevation of:
CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010
Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 42 of 66
a. The top of inlet grate or the bottom of curb opening of catch basins
b. The manhole covers of storm drain manholes.
B. Open Channels and Culverts.
Manning’s Formula may be used to compute capacities of all open channels and culverts. The
methods presented in FHWA Hydraulic Circular No. 5, “Hydraulic Charts for the Selection of Highway
Culverts,” may be used to evaluate culvert flow conditions.
C. Provide for Overland Escape.
All components of drainage systems in public improvements must be evaluated to consider the effect
of failure of individual components and identify the route of overland escape. The evaluation shall
identify any necessary measures to prevent erosion or flooding along this route.
D. Conveyance of Drainage in Urban Areas.
Drainage must be conveyed in surface facilities such as:
1. bioswales,
2. street gutters
3. cross-gutters
4. basins
to the maximum extent possible. Flows which cannot be conveyed within the capacity of these
facilities may be conveyed in culverts or storm drains.
E. Sidewalk Underdrains.
No concentrated flows may be permitted across the surface of any sidewalk. Inlets or under-sidewalk
drains must be used in such situations.
5.1.3 Diversion of Drainage
A. Maintain Historic Path.
The diversion of natural watercourses will be allowed only within the limits of the proposed
improvement. Water must be received and discharged in substantially the same:
1. Location
2. Volume
3. Velocity
4. Direction
that existed prior to development.
B. Improvements In Natural Watercourses.
Improvements in natural watercourses, must at a minimum, maintain the natural capacity.
5.1.4 Alignment of Drainage Facilities
A. Locate within Road or Public Easement.
Drainage facilities accepting runoff from public streets or other public areas must be located in a
public street or within a public drainage easement. These easements must be offered for dedication
CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010
Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 43 of 66
to the public.
B. Avoid Combining with Utility Easements.
Drainage easements must be used for drainage purposes exclusively and not combined with
easements required for other public utility purposes.
C. Easement Width.
Easements for culverts and drainage facilities must be a minimum width of 15-feet. All such
easements must provide access and future maintenance working areas. Easements must be along
or adjacent to property lines and outside areas of proposed or existing structures.
When drainage pipes are 24-inch in diameter or greater, or trenches exceeding 5-feet in depth,
provide additional drainage width to accommodate future maintenance needs.
D. Storm Drain Alignment.
Storm drain pipes must be parallel with the centerline of streets. The design must avoid:
1. Meandering
2. Offsetting
3. unnecessary angular changes.
No angular changes more than 10 degrees shall be made without a junction structure. No single
change, even with a junction structure, shall exceed 90 degrees.
E. Cross Culvert Alignment.
Cross culverts must be aligned with the natural water course and which might not be perpendicular to
the road way. The culvert must be sized and sloped to not cause downstream erosion.
F. Adjacent Property.
When drainage improvements are required on adjacent property, a recorded easement from the
adjacent property owners for such construction and a copy of the approval of the adjacent owners
must be provided to the City. Agreements between property owners must hold the City harmless
from any future damage claims.
5.1.5 Drainage Structures
A. Manholes.
Standard precast concrete manholes must be used wherever feasible. When cases arise where
special manholes or junction boxes are required, the design must be prepared by a Civil Engineer
and submitted to the City for review. All manholes shall conform to the following requirements:
1. Place manholes, at a minimum, every 500 feet.
2. Place manholes at junction points.
3. Place manholes at changes in gradient
4. Place manholes when pipes change size.
5. On curved pipes with radii of 200 feet to 400 feet, place manholes at the BC or EC of the curve
and on 300-foot maximum intervals along the curve.
CITY OF ARROYO GRANDE – ENGINEERING STANDARD PLAN 1010
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B. Catch Basin.
All inlets shall conform to the following requirements:
1. Design capacity and spacing of drainage inlets so the spread of water roadway design event
does not inundate the traveled way see Section 5.1.2.A for design parameters.
2. Sufficient drainage capacity shall be provided within the road right-of-way and other drainage
facilities to convey a 100-year storm without damage to any structures.
3. No more than 1.0 cubic feet per second may be allowed to “bypass” a midblock inlet. No more
than 0.3 cubic feet per second may be allowed to “bypass” a curb return at an intersection.
4. Sheet flow across a road shall not exceed 0.1 cubic feet per second.
C. Junction Boxes.
All junction boxes shall conform to the following requirements:
1. Junction boxes may be construction per:
a. Engineering Standard Storm Drain Manholes,
b. Caltrans Standard Plans for Junction Boxes, or
c. individual design prepared and stamped by a Civil Engineer that includes the design,
structural calculations, and design loading.
2. The inside dimension of junction boxes shall be such as to provide a minimum of 3-inches
clearance on the outside diameter of the largest outfall pipe.
3. Standard manhole entrance.
D. Other Structures.
The following requirements apply to drainage structures, as required by the City:
1. Trash racks must be provided where in the opinion of the City they are necessary to prevent
clogging of culverts, storm drains, or to provide safety to the general public.
2. Guardrail or pedestrian/worker railings may be required by the City at culverts, headwalls, and
box culverts and on steep side-slopes.
5.1.6 Flood Control Basins
Three types of flood control basins are utilized in City, as determined appropriate by site conditions
and project requirements:
1. Retention/Infiltration Basins
2. Detention/Retarding Basins
3. Subsurface Basins.
The City will determine which type of basin shall be used based on the downstream hydraulics for
each development site. The types of basins are further discussed below. In all cases, the Project
Engineer shall provide evidence that the basin will completely drain within seven days to the
satisfaction of the City.
A. Basin Design.
Retention/Infiltration Basin Capacity.
The basin capacity is to be based on the theoretical runoff from a 100-year storm for a 10-hour
duration with the watershed in its fully-developed condition.
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Detention/Retarding Basin Capacity.
The basin capacity is to be based on the theoretical runoff from a 100-year storm for a 10-hour
duration with the watershed in its fully-developed condition. Basin release rates may match but must
not exceed the pre-development condition for the 2, 10, 25, 50 and 100 year events.
Inlets and Outlets.
The inlet structure shall be designed to meet the requirements of Section 5.1.5B, above. The outlet
shall release water in a non-erosive manner.
Percolation Test Required.
A minimum of 3 percolation tests per basin shall be submitted to the City with the design documents
to determine that the basin will be able to drain within the seven days.
B. Storage Capacity Calculation.
Calculation must be shown in sufficiently detail to be reviewed and reproducible by others. All
calculations must be signed and stamped by a properly licensed Engineer indicating that the volume,
velocity, and direction of improvements match or are less than historic drainage.
C. Deep Basins.
Any retention or detention basin is considered a deep basin if the depth to the overflow point is
greater than 2-feet.
D. Shallow Basins.
Any retention or detention basin is considered a shallow basin if the depth to the overflow point is 2
feet or less.
E. Subsurface Basins.
Subsurface basins may be used where their application is suitable for project conditions. Subsurface
basins shall be limited to locations where the depth to seasonally high groundwater is greater than
10-feet. The Project Engineer must address the following areas of concern:
1. Design Criteria.
a. Distance to structures on site
b. Maintenance practicality including landscape maintenance and maintenance access
c. Lateral distance to wells or septic facilities
d. Long term percolation rate
e. Surface (vehicle) loading characteristics
2. Drain rock shall be clean, crushed granite (or clean, angular rock of similar approved hardness)
with rock size ranging from 1-1/2-inch to 3/4-inch. Rock gradation shall conform to the
Specification of ASTM C-33 #4. The Project Engineer may assume a "void ratio" of 25% of the
volume of the drain rock backfill in the computation of the storage volume of the subsurface
basin.
3. The storage chamber must be fully perforated, by the manufacturer, with a minimum diameter
of 18-inches and a maximum diameter of 60-inches. Corrugated metal pipe (CMP) may not be
used.
4. Operational Requirements.
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a. Water quality of inflow (both sediment and chemical loading)
b. Maintenance plan, including provisions for vehicular access and confined-space entry
safety requirements, where applicable
c. Overflow path including easements as required
F. Overflow Path Required.
The design of all drainage basins shall identify the designated route for overflow. The Project
Engineer shall design the overflow path so that the flow in a 100-year storm is non-erosive and will
not damage downstream improvements, including other basins. Easements will be required for
concentrated flows onto private properties.
G. Fencing Requirements.
All surface drainage basins shall be evaluated to determine if they require fencing, as follows:
1. All deep basins are required to be fenced.
2. Shallow basins are not required to be fenced.
I. Freeboard Requirements.
All basins must be designed to provide “freeboard,” measured from the design water surface to the
lowest-elevation (the “overflow point”) at which the basin would overflow during a greater-than-design
storm. This overflow point may be a location on the basin perimeter, a point outside the basin
perimeter if the location is a natural sump, or the flowline of the inlet structure for gutter flow entering
the basin. An overflow path shall be identified as required in subsection G, above. The amount of
freeboard to be provided under design-storm conditions is as follows:
1. Deep basins require 1-foot of freeboard above the design-storm water surface elevation.
2. Shallow basins require freeboard equal to 15% of their design depth.
3. Subsurface basins require freeboard equal to 20% of their maximum storage depth.
J. Maintenance Requirements.
Perpetual maintenance of all drainage basins shall be the responsibility of the Developer, unless the
maintenance responsibility is assumed by a public entity or a property owners’ association.
K. Parking Areas.
Parking areas may be used to store part of all of the volume required to be retained or detained,
subject to the following criteria:
1. The maximum depth of inundation in the design storm is less than 6-inches.
2. No more than 75% of the parking area shall be inundated in the design storm. ADA parking
must not be inundated in the design storm.
5.1.7 Bioretention Basins
In addition to flood control basins, bioretention basins can be used to improve storm water quality and
reduce flooding impacts in storms.
A. Design Criteria.
The following must be considered and presented in the design of bioretention basins and bioswales.
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1. Lateral distance to vehicle travel lanes, bike lanes, and pedestrian paths
2. Vertical drop offs adjacent to travel lanes, bike lanes, and pedestrian paths
3. Long term percolation rate
4. Landscape establishment and irrigation
5. Maintenance practicality including landscape maintenance and maintenance access
6. Porosity of engineered soil (BSM)
B. Materials.
1. Bioretention Soil Media (BSM). Use a mixture of sand and compost conforming to the post
construction handbook or other source approved by the City
2. Filter fabric is prone to clogging and shall not normally be used within the right-of-way.
3. In lieu of filter fabric, use gravel filter conforming to Caltrans Class 2 Permeable Material per
Section 68 of the State standards or approved equal.
C. Maintenance.
Perpetual maintenance of bioretention basins and landscaping shall be the responsibility of the
Developer, unless the maintenance responsibility is assumed by a public entity or a property owners’
association.
5.1.8 Bioswales
A. Facility Design and Dimensions
x Bottom width – provide 2’ wide minimum flat bottom for facilities with side slopes and
longitudinal slope.
x Allowable standing water duration – 72 hours. Allowable ponding time is typically
associated with mosquito vector control, and varies by location. Confirm with local vector
control agency to confirm appropriate drawdown time for facility.
x Planter minimum widths are typically associated with their application. Considerations
influencing minimum widths include: 4’ minimum for planters with trees, 2’ minimum for
planters without trees
x Ponding depth - Min. 6", max. 12"
x Planter depth – (from adjacent pedestrian walking surface to facility finished
elevation/planting surface) is based on desired ponding plus freeboard, but also relates to
planter width. Planters can be deeper if they are wider, and need to be shallower as they
narrow. This is a pedestrian perception and safety issue. Some recommended width to
depth guidelines are:
Planter Width Max. Planter Depth
Greater than 5 feet 16 inches
4 – 5 feet 12 inches
3 – 4 feet 10 inches
2 – 3 feet 8 inches
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B. Slopes and Grades
x Side slope - 4:1 or 3:1 maximum with a minimum 12 inch wide shoulder (2% slope toward
facility) adjacent to pedestrian use or curb.
x Longitudinal slope – Max. 6% longitudinal slope of bottom. Erosion and movement of soil and
mulch intensifies with increased longitudinal slope, minimize longitudinal slope. Stair stepping
planters on a slope to provide flat bottomed cells separated by check dam/weir overflows can
provide more storage and infiltration than a sloped facility.
x Grades on opposite sides within a facility should be similar to optimize ponding across the
entire basin/cell.
C. Infrastructure
x Inlet curb cut design selection should be based on application considerations:
o Sloped sided or flat/planter facility
o Curb and gutter adjacent to facility or separated by pedestrian sidewalk
x Sidewalk edge type selection should be based on application considerations:
o New or retrofit
o Sloped sided or flat/planter
x Sidewalk Curb - flat/planter requires 4” min. height curb adjacent to sidewalk for pedestrian
safety. Provide 4 to 6 inch wide sidewalk curb notch when sidewalk drains to planter. Provide
as many notches as required to convey flow.
x Energy dissipation – provide aggregate splash pads at inlets per inlet details. Provide 6”
depth, 3" – 6" rounded, washed cobble. For sloped sided facilities where inlet flow velocity is
high, extend cobble into facility, but avoid excessive or decorative use.
x Overflow structure – Provide overflow structure or connect to approved discharge point.
D. Soil, Aggregate and Mulch
x Aggregate layer – where an aggregate layer is included in the design use CalTrans Class 2
Permeable. CalTrans Class 2 Permeable does not require an aggregate filter course between
the aggregate storage layer and the bioretention soil media above. When CalTrans Class 2
Permeable is not available, substitute CalTrans Class 3 Permeable. Class 3 Permeable
requires an overlying 3” deep layer of ¾” (No. 4) open graded aggregate (between Class 3 and
bioretention soil media above). Use a minimum depth of 12 inches.
x Bioretention Soil Media (BSM) - use Bay Area Stormwater Management Agencies Association
(BASMAA) Specification of Soils for Biotreatment or Bioretention Facilities (Attachment L).
Provide pre-mixed BSM, do not mix onsite. Provide a minimum of 24 inches of BSM depth.
Where aggregate layer is used and trees are specified, replace aggregate with increased BSM
depth in tree planting locations.
x Filter fabric - do not use fabric between BSM and aggregate layer
x Provide mulch depth of 2 to 3 inches. Mulch use optional below ponding high water mark. Do
not apply mulch in ponding zone just prior to or during rainy season. Mulch non-floating mulch.
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E. Planting, Irrigation, and Underdrains
x Irrigation - Provide irrigation for plant establishment (2-3 years), and supplemental irrigation
during periods of prolonged drought. Provide separate zone for connection to water supply
x Planting - see Appendix J plant guidance for bioretention areas. Do not locate plants at inlets.
Consider mature growth to determine planting layout and avoid future blockage of inlets by
plants.
x Underdrain – use 4” diameter, PVC SDR 35 perforated pipe. Install underdrain with holes
facing down. Underdrain discharge elevation shall be near top of aggregate layer. Underdrain
slope may be flat. Provide capped, threaded PVC cleanout for underdrain, 4" min. dia. with
sweep bend.
5.1.9 Channel and Swales
No diversion to roadside ditches will be allowed from natural drainage courses.
A. Types.
Open channels may be:
1. natural watercourses
2. earthen channels
3. swales
4. bioswales
or channels or swales lined with the materials such as those listed below. Channels lined with
impermeable surfaces such as:
1. concrete
2. mortar
3. pipe-like materials
are discouraged and may only be used where permeable linings are impractical.
Lining materials must be selected that:
1. are non-erosive under velocities calculated in the design storm
2. provide ease of ongoing maintenance
Where linings are required, they must extend to the full height of freeboard, as defined below.
B. Freeboard and Side Slopes Required.
Channels or swales may be required to be lined to an elevation of at least 1.0-foot above the design
hydraulic gradient. The side slopes for channel or swale must not exceed 2:1 or 3:1 in sandy soils.
Provide a minimum of 1-foot of freeboard at design capacity.
C. Improvement Plans.
Provide typical sections and profile of the existing and proposed channels for a minimum of 500-feet
each side of the development in order to establish an average profile grade through the development.
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D. Velocity Requirements.
Channels or swales must comply with the following requirements:
1. Minimum velocity for channels or swales flowing full, with freeboard, must be 2 feet per second.
2. Minimum velocity in bioswales may be less than 2 feet per second but must provide for positive
drainage.
3. The maximum velocity in constructed unlined earth channels or swales must not exceed that
which would cause erosion; which is typically less than 4 feet per second.
4. The maximum velocity concrete lined channels must not exceed 10 feet per second.
E. Natural Waterways.
For natural waterways, the design flow may be allowed in the natural overflow area if a drainage
easement is provided, which will include the overflow area, and freeboard as specified above exists
between the water surface and adjacent ground.
F. Fencing Requirements.
For all open-conduit drainage facilities, the following requirements shall apply:
1. Constructed channels or swales with side slopes five to one (5:1) or flatter do not require
fencing.
2. Natural channels do not require fencing.
3. For channels or swales with depths less than 3.0-feet and side slopes not greater than 5:1 do
not require fencing.
4. Any required fence shall be located no more than 4-inches within the required easement lines
and shall provide sufficient room for maintenance vehicles.
5. Fencing must be 42 inches tall.
5.1.10 Culverts and Storm Drains
A. Minimum Diameter.
Minimum pipe diameter allowable on any storm drain or culverts that are maintained by the City is 18-
inches. A lesser size may be approved for privately maintained facilities.
B. Velocity Requirements.
Culverts shall comply with the following requirements:
1. Minimum design velocity must be 2 feet per second when conduit is flowing at the 2-year
design discharge.
2. Maximum design velocity must not exceed 15 feet per second when culvert is flowing at the 50-
year or 100-year design discharge.
5.1.11 Outfalls
A. Culvert Energy Dissipaters.
Design energy dissipaters in compliance with the Highway Design Manual Chapter 870, Channel and
Shore Protection Erosion Control. Show the following items on the plans:
1. Stable rock size (weight)
2. Rock Slope Protection (RSP) class
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3. Dissipater trench dimensions
4. Rock placement method
5. RSP fabric type
Culvert energy dissipaters must be designed for the flow from the Design Storm. Rock slope
protection gradation shall conform to Section 72 of the State Standard Specifications.
5.2 Post Construction Stormwater Compliance
5.2.1 Performance Requirements
A. Performance Requirement No. 1: Site Design and Runoff Reduction
Projects that create and/or replace 2,500 square feet or more of impervious surface must:
1. Limit disturbance of creeks and natural drainage features
2. Minimize compaction of highly permeable soils
3. Limit clearing and grading of native vegetation at the site to the minimum area needed to
build the project, allow access, and provide fire protection
4. Minimize impervious surfaces by concentrating improvements on the least-sensitive portions
of the site, while leaving the remaining land in a natural undisturbed state
5. Minimize stormwater runoff by implementing one or more of the following site design
measures:
a. Direct roof runoff into cisterns or rain barrels for reuse
b. Direct roof runoff onto vegetated areas safely away from building foundations and
footings, consistent with California building code
c. Direct runoff from sidewalks, walkways, and/or patios onto vegetated areas safely away
from building foundations and footings, consistent with California building code
d. Direct runoff from driveways and/or uncovered parking lots onto vegetated areas safely
away from building foundations and footings, consistent with California building code
e. Construct bike lanes, driveways, uncovered parking lots, sidewalks, walkways, and patios
with permeable surfaces
6. Define the development envelope and protected areas, identifying areas that are most
suitable for development and areas to be left undisturbed
7. Conserve natural areas, including existing trees, other vegetation, and soils
8. Limit the overall impervious footprint of the project
9. Set back development from creeks, wetlands, and riparian habitats
10. Conform the site layout along natural landforms
11. Avoid excessive grading and disturbance of vegetation and soils
B. Performance Requirement No. 2: Water Quality Treatment
Projects that create and/or replace 5,000 square feet or more of impervious surface must treat
stormwater runoff from existing, new, and replaced impervious surfaces on sites where runoff from
existing impervious surfaces cannot be separated from runoff from new and replaced impervious
surfaces. Water Quality Treatment must be treated onsite using the measures listed below, in order
of preference.Projects subject to Performance Requirement No. 2 must also include design
strategies required by Performance Requirement No. 1.
1. Harvesting and use, infiltration, and evapotranspiration designed to retain stormwater runoff
equal to the volume of runoff generated by the 85th percentile 24-hour storm event, of 1 inch.
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2. Biofiltration treatment systems with the following design parameters:
a. Prevent erosion, scour and channeling within the biofiltration treatment system based on
the flow of runoff produced from a rain event equal to 0.2 inches per hour intensity.
b. Minimum surface reservoir volume equal to the biofiltration treatment system surface
area times a depth of 6 inches
c. Minimum planting medium depth of 24 inches. The planting medium must sustain a
minimum infiltration rate of 5 inches per hour throughout the life of the project and must
maximize runoff retention and pollutant removal. A mixture of:
i. Sand - 60% to 70% meeting ASTM C33
ii. Compost - 30% to 40% may be used
d. Proper plant selection
e. Subsurface drainage/storage (gravel) layer with an area equal to the biofiltration
treatment system surface area and having a minimum depth of 12 inches
f. Underdrain with discharge elevation at top of gravel layer
g. No compaction of soils beneath the biofiltration facility (ripping/loosening of soils required
if compacted)
h. No liners or other barriers interfering with infiltration, except for situations where lateral
infiltration is not technically feasible.
3. Non-Retention Based Treatment Systems must collectively achieve at least one of the following
hydraulic sizing criteria:
a. Hydraulic Sizing Criteria for Non-Retention Based Treatment Systems:
i. Volume Hydraulic Design Basis must be based on the 85th percentile 24-hour
storm event of 1 inch.
ii. Flow Hydraulic Design Basis must be based on the flow of runoff resulting from a
rain event equal to at least 0.2 inches per hour intensity.
iii. See Performance Requirement No. 3: Runoff Retention for information to calculate
the required water quality volume.
C. Performance Requirement No. 3: Runoff Retention
Projects that create and/or replace 15,000 square feet or more of impervious surface must retain
runoff for optimal management of watershed processes.Projects subject to Performance
Requirement No. 3 must also include design strategies required by Performance Requirement No.
2 and 1.
1.Adjustments for Redevelopment – Replaced impervious surface, shall be multiplied by 0.5
when calculating the volume of runoff subject to Runoff Retention Performance
Requirements.
2.Retention must meet the following performance requirements:
a.Prevent offsite discharge from events up to the 95th percentile 24-hour rainfall event, 1.8
inches.
b.Achieve retention by:
i. optimizing soil infiltration
ii. storage
iii. rainwater harvesting
iv. evapotranspiration.
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3.Provide a site assessment document that identify opportunities and constraints to implement
LID Stormwater Control Measures for development site. Site assessment document must
review and document the following site characteristics:
a.Site topography
b.Hydrologic features including contiguous natural areas, wetlands, watercourses, seeps, or
springs
c.Depth to seasonal high groundwater
d.Locations of groundwater wells used for drinking water
e.Depth to an impervious layer such as bedrock
f.Presence of unique geology (e.g., karst)
g.Geotechnical hazards
h.Documented soil and/or groundwater contamination
i.Soil types and hydrologic soil groups
j.Vegetative cover/trees
k.Run-on characteristics (source and estimated runoff from offsite which discharges to the
project area)
l.Existing drainage infrastructure for the site and nearby areas including the location of
municipal storm drains
m. Structures including retaining walls
n.Utilities
o.Easements
p.Covenants
q.Zoning/Land Use
r.Setbacks
s.Open space requirements
t.Other pertinent overlay(s)
4.Delineation of discrete Drainage Management Areas (DMAs) to support a decentralized
approach to stormwater management.
a. Provide a map or diagram dividing the entire project site into discrete DMAs
b. Account for the drainage from each DMA using measures identified below:
i. Self-treating area.
ii. Self-retaining area.
iii. Area draining to self-retaining area
iv. Area draining to Stormwater Control Measure (SCM)
5.When the applicant has demonstrated through their Stormwater Control Plans that use of:
a. Site Design Measures of Performance Requirement No. 1 have been implemented to the
maximum extent practicable
b. Runoff Reduction measures listed in Performance Requirement No. 1 have been
implemented to the maximum extent practicable
The use of Structural Stormwater Control Measures may be used. The Structural Stormwater
Control Measure must be designed for water quality treatment and flow control may be used to
comply with Performance Requirement No. 3. Stormwater Control Measures that optimize
retention and result in Structural Control Measures that are small-scale, decentralized facilities,
that are designed to infiltrate, evapotranspirate, filter, or capture and use stormwater.
6.To determine Stormwater Control Measure sizing and design, use the following process:
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Determination of Retention Tributary Area
Determining the Retention Tributary Area is the basis for calculating the runoff volumes
subject to Performance Requirement Number 3. Retention Tributary Area should be
calculated for each individual Drainage Management Area to facilitate the design of SCMs
for each Drainage Management Area.
ܣݎ݁ܽோ௧௧்௨௧௬ ൌ
ܣݎ݁ܽா௧௧ െܣݎ݁ܽௗ௦௧௨ௗ௧ௗ௦ െ
ܣݎ݁ܽூ௩௨௦ௌ௨௦௧௧௦௧ூ௧௧ோ௦
Determination of Water Quality and Retention Volume
Calculating the 85th Percentile 24-hour event used for Water Quality Calculations and the 95th
Percentile 24-hour event used for Retention Volume is completed as follows
Compute the Runoff Coefficient “C” for the area tributary to the SCMs, using the
equation:
ܥൌͲǤͺͷͺ݅ ଷ െͲǤͺ݅ ଶ ͲǤͶ݅ͲǤͲͶ
Where “i” is the fraction of the tributary area that is impervious
Compute the Water Quality Volume in cubic feet (area in square feet)
ܸ݈ݑ݉݁ௐ௧ொ௨௧௬ ൌܥൈͳ݄݅݊ܿ݁ݏൈͳ݂ݐ
ͳʹ݄݅݊ܿ݁ݏ ൈܣݎ݁ܽோ௧௧்௨௧௬
Compute the Retention Volume in cubic feet (area in square feet):
ܸ݈ݑ݉݁ோ௧௧ ൌܥൈͳǤͺ݄݅݊ܿ݁ݏൈͳ݂ݐ
ͳʹ݄݅݊ܿ݁ݏ ൈܣݎ݁ܽோ௧௧்௨௧௬
Structural Stormwater Control Measure Sizing
The County of Santa Barbara has developed a Stormwater Control Measure sizing calculator
that may be downloaded at the following site:
http://www.sbprojectcleanwater.org/development.aspx?id=76
D. Performance Requirement No. 4: Peak Management
Projects that create and/or replace 22,500 square feet or more of impervious surface must retain
runoff for the optimal management of watershed processes. Projects subject to Performance
Requirement No. 4 must also include design strategies required by Performance Requirement No.
3, 2 and 1. Post-development peak flows, discharged from the site, shall not exceed pre-project
peak flows for the 2 through 10 year storm events.
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E. Impervious Surface Correction Factors
Surface must not broadly be characterized as completely pervious. Use correction factors to
calculate equivalent impervious surface area for Post Construction Stormwater Runoff Requirements.
Surface Equivalent Impervious
Surface Factor
Roof 1.0
Concrete 1.0
Asphalt 1.0
Porous Concrete 0.1
Porous Asphalt 0.1
Grouted Paver Unit 1.0
Solid Paver Unit set in Sand 0.5
Crushed Aggregate 0.1
Landscape 0.1
5.2.2 Stormwater Control Plan
The applicant must provide a Stormwater Control Plan that clearly provides engineering analysis of all
Water Quality Treatment, Runoff Retention, and Peak Flow Management controls for projects subject
to those performance requirements. All reports must be completed by either a Registered Civil
Engineer or Qualified Stormwater Pollution Prevention Plan Developer (QSD).
A. Minimum Requirements for Content
1. Project information including project name; application number; location; parcel numbers;
applicant contact information; land use information; site area; existing, new, and replaced
impervious area, and applicable PCR requirements and exceptions.
2. Narrative analysis or description of site features and conditions, and opportunities and
constraints for stormwater control.
3. Narrative description of site design characteristics that protect natural resources including
endangered species habitat, protected vegetation, and archaeological resources, and preserve
natural drainage features, minimize imperviousness, and disperse runoff from impervious
areas.
4. Tabulation of proposed pervious and impervious DMAs, showing self-treating areas, self-
retaining areas, areas draining to self-retaining areas, and areas tributary to each LID facility.
5. Proposed sizes, including supporting calculations, for each LID facility.
6. Narrative description of each DMA and explanation of how runoff is routed from each
impervious DMA to a self-retaining DMA or LID facility.
7. Description of site activities and potential sources of pollutants.
8. Table of pollutant sources identified from the list in Appendix A and for each source, the source
control measure(s) used to reduce pollutants to the maximum extent practicable.
9. Description of signage for bioretention facilities.
10. General maintenance requirements for bioretention facilities and site design features.
11. Means by which facility maintenance will be financed and implemented in perpetuity.
12. Statement accepting responsibility for interim operation & maintenance of facilities.
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B. Exhibits
1. Existing natural hydrologic features (depressions, watercourses, relatively undisturbed areas)
and significant natural resources.
2. Proposed design features and surface treatments used to minimize imperviousness and reduce
runoff.
3. Existing and proposed site drainage network and connections to drainage off-site.
4. Entire site divided into separate Drainage Management Areas (DMAs). Each DMA has a unique
identifier and is characterized as self-retaining (zero-discharge), self-treating, or draining to a
LID facility.
5. Proposed locations and footprints of LID facilities.
6. Potential pollutant source areas, including loading docks, food service areas, refuse areas,
outdoor processes and storage, vehicle cleaning, repair or maintenance, fuel dispensing,
equipment washing, etc.
5.2.3 Operations and Maintenance
The Applicant shall develop, implement and provide the City a Operations and Maintenance Plan and
Maintenance Agreements that clearly establish responsibility for all Water Quality Treatment, Runoff
Retention, and Peak Flow Management controls for projects subject to those performance
requirements.
A. Operations and Maintenance Plan.
The Operations and Maintenance Plan must include, at minimum:
1. Stormwater Control Measures report number
2. A site map identifying all Stormwater Control Measures requiring Operations and Maintenance
practices to function as designed.
3. Operations and Maintenance Procedures for each structural stormwater control measure
including, but not limited to, Low Impact Design facilities, retention and detention basins, and
manufactured or propriety devices operations and maintenance.
4. Short-and long-term maintenance requirements, recommended frequency of maintenance, and
estimated cost for maintenance.
B. Maintenance Agreement.
The Applicant shall provide a signed statement accepting responsibility for the Operations and
Maintenance of the installed Storm Water Control Measures. The Applicant shall include written
conditions in the sales, lease agreements, deed, CCRs, HOA or any other legally enforceable
mechanism that require the assumed responsibility for the Operations and Maintenance of
Stormwater Control Facilities. Additionally, the signed statement shall include the following
information:
1. Stormwater Control Measures Report Number
2. The location and address of Storm Water Control Facilities
3. Completion dates of the following milestones
a. Construction
b. Field verification of Stormwater Control Facilities
c. Final Project approval/occupancy
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4. Party responsible for O&M
5. Source of funding for O&M
6. Statement indicating the Storm Water Control Facilities are Maintained as required in the
Operations and Maintenance Plan and facilities continues to function as designed or have been
repaired or replaced
7. Statement describing any vector or nuisance problems.
C. Maintenance Notification.
The Owner/Applicant shall provide a signed statement notifying the City of all maintenance of the
installed Storm Water Control Measures. Additionally, the signed statement shall include the following
information:
1. Stormwater Control Measures Report Number
2. The location and address of Storm Water Control Facilities
3. Completion date of the maintenance activities
4. Party responsible for O&M
5. Source of funding for O&M
6. Statement indicating the Storm Water Control Facilities are Maintained as required in the
Operations and Maintenance Plan and facilities continues to function as designed or have been
repaired or replaced
7. Statement describing any vector or nuisance problems.
6. Water Supply
6.1 Design Standards
6.1.1 Quantity of Water
The quantity of water delivered to the distribution system from all sources must be sufficient to:
1. supply adequately
2. dependably
3. safely
the total requirements of all customers, including fire hydrants, under maximum consumption. The
distribution system must be capable of adequately delivering this water supply to all the customers.
6.1.2 Distribution System
A. Operating Pressure.
Water distribution system mains shall be designed to maintain normal operating pressures of not less
than 25 psig at the service connection and may not be more than 150 psig.
B. Size of Water Mains.
Water mains shall be not less than 8-inches inside diameter unless otherwise specified. Water mains
of 6-inches shall be limited to cul-de-sacs less than 400 feet long. All dead-end mains shall be
provided with a standard blow-off, hydrant or other acceptable means of flushing. Mains shall be
equipped with blow-off valves at low points, and air relief valves at high points.
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C. Alignment and Layout of Mains.
The distribution system, wherever possible, shall be in grid and looped form so that pressures
throughout the system are equalized.
D. Valves.
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 500-feet in high-value districts or greater than 800-feet in other sections.
In no case shall valves be so located that any section of main can be shut down without going to
more than three locations to close valves. Valves shall not be located in gutters, spandrels or cross-
gutters. Existing valves shall be relocated insofar as practical.
F. Hydrants.
Fire hydrants must be placed at street intersections whenever possible, and shall be located to
minimize the hazard of damage by traffic. In addition, hydrant spacing shall conform with the
following requirements:
1. Residential areas: Maximum spacing 500-feet, except on dead-end streets it shall be no more
than 400-feet. The maximum distance from any point on the street frontage to a hydrant shall
be 250-feet.
2. Commercial/industrial areas: Maximum spacing 250-feet or less when required by the Fire
Marshall.
G. Service Lines.
Service lines from the water main to the property line shall normally be installed at the time the main
is constructed, to avoid frequent cutting of the street.
H. Thrust Blocks.
Concrete thrust blocks shall be installed to properly restrain and protect pipeline, as shown in the
Standard Drawings. Thrust blocks must be installed at all:
1. bends of 22 ½ degrees or more
2. end of plugged mains
3. behind each tee
4. each cross which is valved in such a manner that they can act as a tee
5. back of fire hydrants.
The thrust block shall extend from the fitting to undisturbed soil, and shall be of such bearing area as
to assure adequate resistance to the force to be encountered. Prior to pouring concrete, all fittings
shall be wrapped in minimum 8-mil polyethylene plastic sheet to protect bolts from being covered with
concrete. In lieu of the above, movement may be prevented by the use of restraining joints, where
thrust blocks are not feasible due to limited space or other reasons, subject to the prior approval of
the City.
I. Valve Anchors.
Concrete valve anchors shall be provided at all in-line valves. Prior to pouring concrete, all fittings
shall be wrapped in plastic to protect bolts from being covered with concrete.
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J. Air and Vacuum Release Valves.
Air and vacuum release valves must be installed in the water system at all points where it is indicated
that air pockets may form. The design must be such as to ensure the release of air automatically
from the water main. All valves shall be designed for a minimum of 150 psi operating pressure. Air
and Vacuum release stations must be located in order to provide the minimum lateral clearance from
the travel way.
K. Blowoffs.
A blowoff or fire hydrant must be installed in the water system at all dead-ends and low points.
L. Sampling Stations.
Sampling stations may be required to be installed when directed by the City.
6.1.3 Cross Connections
A. Backflow Prevention Required.
Backflow prevention devices shall be installed on all service connections that pose a potential threat
to health and safety of the community. At a minimum, the following service connections shall require
backflow prevention:
1. Landscape irrigation
2. Medical and health care facilities
3. Areas served by private wells
4. Restaurants and other food-preparation facilities
5. Private fire-protection lines, including fire sprinkler systems
6. Laboratories
7. Commercial and industrial facilities that use water for other than domestic purposes
8. Sites that are used or plumbed to use gray water systems.
C. Location of Backflow Prevention Devices.
Backflow prevention devices shall be located as close as practical to the point of connection. In
addition, backflow devices shall be located in accordance with Section 7603 of the California Code of
Regulations.
D. Ownership and Maintenance.
The property owner where any service connection requiring a backflow prevention device is located,
shall be responsible for operation and maintenance of the device. The City is not responsible for
operation and maintenance of these devices.
7. Wastewater
7.1 Design Standards
7.1.1 Quantity of Flow
A. Average Flow Rate.
An average flow of 100 gallons per person per day shall be used for design purposes, with the peak
flow double the average flow. Pipes shall be sized to handle peak flows with the pipe flowing half full
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Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 60 of 66
for sewers up to 15-inches in diameter. Larger sanitary sewers shall be designed to flow three-
quarters full.
B. Number of Persons Served.
Accurate population estimates will be required to determine the quantity of flow. Multiply the future
population by the average per capita wastewater flow, given in (A) above.
Estimates of the number of visitors associated with recreational uses, which experience high
seasonal fluctuation, can be converted to equivalent full-time residents by multiplying the number of
visitors by the appropriate multiplier below:
Day-use visitor 0.2
Seasonal visitor 0.8
The number of persons shall be determined for a 50-year period, which is the length of time that the
capacity of the sanitary sewer will be adequate. Day-use visitors are those who do not stay overnight
(for example, boating or picnicking), and seasonal visitors are those who stay for short multi-day
stays during peak recreational seasons (for example, camping or cabins).
7.1.2 Collection System
A. Minimum Velocity.
Sanitary sewer grades shall be designed to provide a minimum velocity of 2 feet per second when
flowing at peak discharge as determined in section 7.1.1 A, above. The minimum velocity
requirement is necessary to prevent the deposition of solids. The following table indicates the slopes
which will provide that velocity, and these shall be used as the minimum standard for design.
Minimum Slope for Sanitary Sewer
Diameter Slope (%)
6 inch 0.50%
8 inch 0.35%
10 inch 0.25%
12 inch 0.20%
15 inch 0.15%
18 inch 0.12%
Lateral 2.00%
B. Change in Pipe Size or Angle Point.
Whenever a change in the size of the pipe, or an angle of 20 degrees or greater in alignment occurs,
the flowline of the pipe flowing into the manhole shall be a minimum of 0.17-foot above the flowline of
the pipe flowing from the manhole, or an amount necessary to match the inside crowns of the pipe,
whichever is greater.
C. Maximum Velocity.
Design velocities for sanitary sewers must not exceed 10 fps at peak flow. The maximum design
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Issue Date: March 2016 UNIFORM DESIGN CRITERIA Sheet 61 of 66
discharge must not be designed to flow at critical slope and velocity.
F. Sewer Lines Within Easements.
Where sewer lines are located within easements, the easements shall be offered for dedication to the
public. The minimum width of any easement for sanitary sewer purposes shall be 15-feet. When
required due to terrain or depth of sewer line the required easement width must be increased. All
easements must include right of ingress and egress over adjoining property for maintenance,
replacement and operation.
G. Alignment.
Sewerage systems must be designed so as to have a minimum of curvature, both horizontal and
vertical. Whenever possible, sewer lines shall be laid out in a straight line between structures.
Curved sewer lines will be allowed only under the following conditions:
1. All curve data shall be shown on the plans.
2. Minimum radius of curvature must be as recommended by the pipe manufacturer and approved
by the City.
3. No deflections may be made at the pipe joints.
H. Depth.
The normal design depth of a sanitary sewer system shall be such as to obtain a cover of 36-inches
above the top of pipe for the house service lateral at the property line. Sewer mains shall be placed
with 48-inch minimum cover and shall be located deeper than any nearby potable or reclaimed water
mains.
I. Size.
The normal minimum sewer main size shall be 8-inches inside diameter.
7.1.3 Areas of Conflict between Sewer and Storm Drain Lines
In the interest of public health and to minimize the possibility of contamination of the drainage system
and water course, at least four feet of clearance must be maintained between parallel sewer lines and
storm drains. Where maintaining the four feet of separation is not practical, special designs may be
approved by the City (via a design exception) to minimize the potential for cross contamination.
8. Utilities
8.1 Design Standards
8.1.1 General Provisions
A. Improvements Required.
Subdivision improvements include:
1. Electrical
2. Telephone
3. Gas
4. cable television.
Other public improvements, as defined in this document, shall include utility improvements where