HomeMy WebLinkAboutAgenda Report - May 15, 1991 PH (9)CITY COUNCIL MEETING
May 15, 1991
PUBLIC HEARING REGARDING PUBLIC
IMPROVEMENT DESIGN STANDARDS
RESOLUTION NO. 91-92 ADOPTED
CC -6 Notice thereof having been published according to law, an
CC -158 affidavit of which publication is on file in the City
CC -300 Clerk's office, Mayor David Hinchman called for the public
hearing regarding Public Improvement Design Standards.
The matter was introduced by Assistant City Engineer
Richard Prima who advised the City Council that on February
21, 1991, draft design standards for public improvements
were sent out for comment to nearly 50 engineers and
developers plus the City Council and Planning Commission.
This draft is a complete rewrite of the standards adopted
in 1976. The Introduction, Storm Drainage and
Miscellaneous sections were written by City staff. The
Water section was written by City staff based on
information supplied in the Water Master Plan by Psomas &
Associates. TJKM (streets) and Black & Veatch (wastewater)
prepared recommended design standards as part of their work
on the respective Master Pians. The.r work was somewhat
revised and edited by City staff to conform to the
organization of the other sections.
Major changes from the 1976 standards were outlined. Some
changes were made in the draft since February 21, partly
based on comments received at a public meeting held March
12 at which one engineer and two developers attended. No
other comments were received. A few errors have been
corrected.
The standards were reviewed at a Council "shirtsleeve"
meeting on April 9 where an additional change regarding
sight distance and right-of-way fences was described.
The standards do not include the following items which the
Council may wish to direct staff for future action:
Fences and Landscaping - The Standards were silent as to
criteria for landscaping and reverse frontage fences
whether publicly or privately owned and maintained. Staff
feels that this should be specifically addressed in the
project approval stage. If written minimum requirements
are desired, they should be developed with SPARC and/or the
Planning Commission and added to the Standards at a later
date. The fact that these issues are not included was
specifically added to Section 1.301, General Design.
Parkways - A standard street section incorporating trees
and a landscaped parkway between the curb and sidewalk in
new subdivisions has been discussed. Such a standard would
either:
° Require substantially more right-of-way, thereby
CITY COUNCIL MEETING
May 15, 1991
increasing the cost of new homes; or
o Require a change in the zoning code to provide for
reduced front yard setbacks (except for garages). Staff
feels this should be addressed by the Planning
Commission.
Addressing the City Council regarding the matter was:
a) Melissa Harmuth Joshi, State of California,
Department of Transportation.
There being no other persons wishing to address the City
Council regarding the matter, the public portion of the
hearing was closed.
On motion of Council Member Sieglock, Pinkerton second, the
City Council adopted Resolution No. 91-92 entitled, "A
Resolution of the Lodi City Council Adopting Design
Standards for Public Improvements".
CITY OF LODI
COUNCIL COMMUNICATION
AGENDA TITLE: Public Hearing Regarding Public Improvement Design Standards
MEETING DATE: May 15, 1991
PREPARED BY: Public Works Director
RECOMMENDED ACTION: That after conducting a public hearing, the City Council adopt
a resolution adopting design standards for public improvements.
BACKGROUND INFORMATION: On February 21, 1991, draft design standards for public
improvements were sent out for comment to nearly 50
engineers and developers plus the City Council and Planning
Commission. This draft is a complete rewrite of the
standards adopted in 1976. The Introduction, Storm Drainage and Miscellaneous
sections were written by City staff. The Water section was written by City staff
based on information supplied in the Water Master Plar, by Psomas & Associates. TAM
(streets) and Black & Veatch (wastewater) prepared recommended design standards as
part of their work on the respective Master Plans. Their work was somewhat revised
and edited by City staff to conform to the organisation of the other sections.
Major changes from the 1976 standards are described in Exhibit A. Some changes were
made in the draft since February 21, partly based on comments received at a public
meeting held March 12 at which one engineer and two developers attended. No other
comments were received. A few errors have been corrected.
The standards were reviewed at a Council "shirtsleeve" meeting on April 9 where an
additional change regarding sight distance and right-of-way fences was described.
The standards do not include the following items which the Council may wish to
direct staff for future action:
Fences and Landscaping - The Standards were silent as to criteria for landscaping
and reverse frontage fences whether publicly or privately owned and maintained.
Staff feels that this should be specifically addressed in the project approval
stage. If written minimum requirements are desired, they should be developed with
SPARC and/or the Planning Commission and added to the Standards at a later date.
The fact that these issues are not included was specifically added to Section 1.301,
General Design.
Parkways - A standard street section incorporating trees and a landscaped parkway
between the curb and sidewalk in new subdivisions has been discussed. Such a
standard would either:
APPROVED--lie-C9 •
THOMAS A. PETERSON
City Manager
CC -I
CcESIGN2, TxTw.O2ro. (CO.CGM) Apr'l 29, 1991
Design Standards
May 15, 1991
Page 2
' Require substantially more right-of-way, thereby increasing the cost of new
homes; or
' Require a change in the zoning code to provide for reduced front yard setbacks
(except for garages). Staff feels this should be addressed by the Planning
Commission.
A draft Resolution adopting these Standards is attached as Exhibit B.
FUNDING: None required.
Jac L. Ronsko
Pyh is Works Director
Prepared by Richard C. Prima Jr., Assistant City Engineer
JLR/RCP/mt
Attachment
cc: Assistant City Engineer
Serior Civil Engineer
Street Superintendent
Water/Wastewater Superintendent
CDESIGN2/TXTW.G2M (CO.COM) April 29, 1991
4
5
e
EXHIBIT A
DRAFT DESIGN STANDARD CHANGES
The introduction has been greatly expanded in an attempt to cover legal issues and on-site
responsibility. The section on "Authority' is new and assumes the Design Standards will be
adopted by Resolution with the guidelines for changes by the City Engineer.
The sections on submittals contained in each major section have been written to work with the
proposed Growth Management Plan and correspond to three stages of development:
Development Plan
Tentative Map or Master Plan
Improvement Plans.
Section 1.200 on Design Volumes is new. The consultants who prepared the Circulation Study
provided recommended volume ranges and design speeds for the various street classifications.
This will provide a more rational basis for selecting the proper street widths in new
developments. The classifications are consistent throughout these Standards_
The Traffic Studies section is new and consists of material taken from the circulation study and
past practice.
In Section 1.301, (Street) General Design, the requirement that lots fronting arterials do not
require exiting vehicles to back out (ie, they must have on-site turn -around space, is new as
recommended in the Circulation Plan.
'Standard' cul-de-sacs has been deleted. Radius and other criteria remains, allowing various
shaped cul-de-sacs as have been permitted in the past. The maximum length has been increased
from 500 ft. to 750 ft. (provided design volumes limits are met) to provide more flexibility in
design.
The requirement for temporary curbing on boundary streets is new, although it has been required
on many projects in the past.
Section 1.302, 'Cross Slope' includes much more discussion of pavement cross slope relating to
driveways and scraping problems. Thls criteria has been developed on recent overlays with good
success.
• The section on sight distance is new although the proposed criteria have been used on specific
projects in the past.
o The vertical curve criteria contains much more detail than the previous standards and is
consistent with applicable Caltrans criteria and other references.
• The table of curb return grades is new and consists of extrapolations of past practice.
10
12
All the text on median grades (§1.304) and design (§1.306) is new. Some came from the
circulation study, the remainder, in-house.
The section on horizontal curves Increases most of the required minimum radii, except that for
minor residential streets is reduced from 250 ft. to 220 ft. Additional references to Caltrans
standards are provided.
The minimum requirement for separation of opposing streets Is the same, however, additional
separation may be required on certain streets as described in §1.305.
The driveway standards include new requirements for spacing from curb returns per the
Circulation Study and additional criteria for the use of special driveways (those with a radius
instead of a curb transition) in certain locations. Upgrading of existing driveways may be
1?
14
1a
17
,a
required upon change in land use. (Most redevelopment involves new or relocation of driveways
anyway.)
§1.410, Driveway Slope is new and consists of material taken from the driveway study on E.
Tokay Street and subsequent overlay projects.
§1.501 regarding curb & gutter contains a new requirement that prohibits new ditches and swales
across residential frontage.
The sidewalk section 01.503) contains more requirements related to clearances and additional
width at obstructions per past practice.
§1.504 contains new requirements for wheelchair ramp installations (retrofit) with new projects,
both City and private.
The requirements for back of sidewalk treatment are new in the Design Standards but are per
recent practice.
§1.600 contains much more pavement structural design information than the previous standards
consistent with recent practice.
The requirement for removal and replacement of existing pavement clarifies past practice and
includes one new condition - ends of existing streets. The ends are rarely constructed as well as
the rest of the street and are often damaged with the new work.
t8 The entire Wastewater section has been rewritten: and taken primarily from the Wastewater
Master Plan done by Black & Veatch.
20 Design wastewater flows and peak factors have been revise:i as recommended by Black &
Veatch; while the average flows have been reduced, higher peak factors result in only minor
overall change from past design standards.
The minimum wastewater Ifne size is increased from 6" to 8" (except for dead-end lines) as
recommended by Black & Veatch.
22 The design depth of flow in wastewater lines is as recommended by Black & Veatch. The
previous standards called for designs based on full pipe for alt sizes.
29 A new Standard Plan describing State Department of Health Services requirements for water
main clearances to sanitary hazards is being developed by City staff.
2' Black & Veatch recommended VCP only for industrial and commercial, areas. Present practice
requires VCP in industrial areas. This draft provides some flexibility based on actual land use.
25 §2.600 on pump stations is new per Black & Veatch with a few minor modifications and generally
conforms to past practice.
26 The storm drainage section has been completely rewritten and follows the format and
organization of the wastewater section. Additional design flow information is provided: many of
the design concepts are comparable to the new San Joaquin County Design Standards.
21
27 Environmental Protection Agency (EPA) regulations governing storm water discharge are being
issued in 1990/91. As of this draft, it is unclear how they will affect specific City Standards. The
proposed wording allows some flexibility in dealing with these new requirements through a
permit process.
26 The hydraulic grade line calculations for new developments as they check into existing trunk
lines (third paragraph) is new.
29 The storm drain pipe slope tabie and velocity discussion has been greatly expanded in §3.303.
30 §3.305 states that storm drains are considered wastewater lines when looking at clearances to
water lines. This is per State Department of Health Services interpretations of existing
regulations.
Asbestos cement pipe has been deleted as an acceptable storm drain material in §3.306. The
joints are often are not installed properly. Also, the material is not commonly used since PVC is
available. PVC pipe use is restricted as described.
32 §3.307 limits the use of mortar joints in storm drain pipe. Due to workmanship, exfiltration and
root problems, rubber gaskets are now required.
33 The section on storm drain services (§3.400) has been entirely rewritten mainly following existing
practice and policies. The requirements for parcels less than one acre are new.
31
34 The portion of §3.501 regarding omitting manholes and allowing direct ties to mains has been
revised to limit the number of situations in which direct ties are allowed.
35 Section 3.700. Detention Basins includes past sections on private basins but now requires
Council approval for all private and/or temporary basins.
3e The Water section has been completely rewritten and follows the format and organization of the
wastewater section. Much more design information is provided in the area of fire flows and
requirements for checking water main sixes.
37 The 4' minimum water main (where there is no hydrant service) is new per the Water Master plan
by Psomas.
38 §4.306 on water main pipe includes present restrictions on PVC with a slight modification. The
proposed standard encourages the installation of fire services in new developments, thus there
should be Tess need for subsequent taps.
39 The section on Maps and Easements is new, but essentially is present practice.
40 Section 5.200 regarding improvement plans is a compilation of recent practice and incorporates
new requirements in the Design Standards. The job site sign and well abandonment timing
requirements are new.
Section 5.300 regarding "as -built" plans is entirety new. It is intended to relieve the City from
some development related work. It will be more equitable in that projects with problems or other
spEcial circumstances will have less on an effect on the City's costs which are passed on to all
developers in engineering fees. The monument certification is required by the State Subdivision
Map Act §66497.
a2 Section 5.400 regarding traffic control is new and reflects changes is the Caltrans Traffic Manual
regarding traffic control pians and problems the City has had with projects affecting existing
streets.
41
Section 5.500 regarding soils reports is new. Soils reports are commonly being done in new
developments and the Map Act requires that they be on file 066434.5). This section summarizes
other portions of the Design Standards which refer to needed soil work.
Section 5.600 regarding grading is new. V':'tite the City has adopted Chapter 70 "Grading and
Excavation" of the Uniform Building Code, there is no process or criteria for issuing grading
permits. The proposed Design Standards provide some basis for reviewing potential problems,
mainly differences in grade at the property line. The proposed requirement for concrete or block
retaining walls/curbs is new.
The sections regarding dust and erosion control are new. The Standards are not specific at this
time and reflect the uncertainty involved with draft regulations as noted in the text. Both
problems involve significant public complaints and cost to the developer.
45 The trench design section (§5.700) is based on the standards for wastewater pipe installation
proposed by Black & Veatch. They have been rewritten and significantly expanded upon in this
separate section to apply to all pipe installation. Black & Veatch recommended crushed rock
embedment for all pipe. Based on local experience and comments from Kleinfelder and the fact
that soils reports will be required, the draft standards do not follow Black & Veatch's
recommendation. Also, crushed rock embedment should be designed with a soil filter (either a
fabric or graded material). The requirernent would unnecessarily add to project cost and
consume a resource that is becoming more difficult to obtain. The draft standards allow various
bedding designs per the applicable ASTM standards. Appropriate City Standard Plans are stilt
being developed.
48 The checklist is a revised version of the checklist from the old Design Standards. The
requirement that a completed copy be submitted with the plans is new and wilt hopefully cut
down on plan processing time.
The bid item list has been expanded and a requirement that private contracts bid aggregate base
and asphalt concrete by the ton instead of by square footage is new. (square footage prices
encourage the Contractor to use less material)
48 The listing of references is new and is part of the attempt to better document the Design
Standards and provide sources of additional material for cases not covered by the Standards.
41
Exhibit B
DRAFT
RESOLUTION NO. 91-
A RESOLUTION OF THE LODI CITY COUNCIL
ADOPTING DESIGN STANDARDS FOR PUBLIC IMPROVEMENTS
WHEREAS, the Lodi City Council on November 17, 1976 adopted
Resolution No. 42-90, establishing certain Design Standards for public
improvements; and
WHEREAS, such Design Standards have been amended from time to
time since that date; and
WHEREAS, it has become desirable to update such Design Standards
on a unified basis; and
WHEREAS, a public hearing before the Lodi City Council was held
on , 19 ;
NOW, THEREFORE, BE IT RESOLVED, that:
1. The Lodi City Council adopts the Lodi Public Improvement Design
Standards contained in Exhibit A attached hereto and incorporated
by reference as if fully set forth herein to implement the
various sections of the Lodi Municipal Code and General Plan
goals and policies;
2. All previously adopted Design Standards for public improvements
are declared repealed and void;
3. Any and all other resolutions in conflict herewith are repealed
to the extent of such duplication or conflict; and
4. Pursuant to this resolution, the City Engineer shall be empowered
and authorized to interpret and make decisions applying the
Design Standards adopted herein, and to make periodic updates
consistent with the General Plan, Municipal Code and other
ordinances, resolutions and policies affecting such Design
Standards.
Dated:
RES9ODES/TXTA.01V
I hereby certify that Resolution No. was passed and adopted by
the Lodi City Council in a regular meeting held by the following vote:
Ayes: Council Members -
Noes: Council Members -
Absent: Council Members -
Alice M. Reimche
City Clerk
90-
RES9CCES/TXTA.01V
RESOLUTION NO. 91-92
A RESOLUTION OF THE LODI CITY COUNCIL
ADOPTING DESIGN STANDARDS FOR PUBLIC IMPROVEMENTS
WHEREAS, the Lodi City Council on November 17, 1976 adopted
Resolution No. 42-90, establishing certain Design Standards for public
improvements; and
WHEREAS, such Desion Standards have been amended from time to
time since that date;
WHEREAS, it has become desirable to update such Design Standards
on a unified basis; and
WHEREAS, a public hearing before the Lodi City Council was held
on May 15, 1991;
NOW, THEREFORE, BE IT RESOLVED, that:
I. The Lodi City Council adopts the Lodi Public Improvement Design
Standards contained in Exhibit A attached hereto and incorporated
by reference as if fully set forth herein to implement the
various sections of the Lodi Municipal Code and General Plan
goals and policies;
2. All previously adopted Design Standards for public improvements
are declared repealed and void;
3. Any and all other resolutions in conflict herewith are repealed
to the extent of such duplication or conflict; and
4. Pursuant to this r_,solution, the City Engineer shall be empowered
and authorized to interpret and make decisions applying the
Design Standards adopted herein, and to make periodic updates
consistent with the General Plan, Municipal Code and other
ordinances, resolutions and policies affecting such Design
Standards.
Dated: May 15, 1991
RES9192/TXTA.01V
I hereby certify that Resolution No. 91-92 was passed and
adopted by the Lodi City Council in a regular meeting held May 15,
1991 by the following vote:
Ayes: Council Members -
Noes: Council Members -
Absent: Council Members -
Alice M. Reimche
City Clerk
91-92
-2-
RES9192/TXTA.O1V
DECLARATION OF MAILING
On May 2, 1991 in the City of Lodi, San Joaquin County, California, I
deposited in the united States mail, envelopes with first-class postage
prepaid thereon, containing a copy of the Notice attached hereto, marked
Exhibit "A"; said envelopes were addressed as is more particularly shown
on Exhibit "B" attached hereto.
There is a regular daily communication by mail between the City of Lodi,
California, and the places to which said envelopes were -addressed.
I declare under penalty of perjury that the foregoing is true and correct.
Executed on May 2, 1991, at Lodi, California.
Alice M. Reimche
City Clerk
DEC/O1
TXTA.FRM
erre n
puty City Clerk
CITY OF ODI
CARNEGIE FORUM
305 West Pine Street. Lodi
NO E OF PUBLIC HEARING
Date: May 15, 1991
J `Time: 1:30 p.m.
l For information regarding this Public Hearing
Please Contact:
Alice M. Reimche
City Clerk
Telephone: 333-6702
NOTICE OF PUBLIC HEARING
May 15, 1991
NOTICE IS HEREBY GIVEN that on Wednesday, lt the hour of 7:30 p.m., or as
soon thereafter as the matter may be heard, the City Council will conduct a
public hearing to consider the following matter:
a) Public Improvement Design Standards
Ali interested persons are invited to present their views and comments on this
matter. Written statements may be filed with the City Clerk at any time prior
to the hearing scheduled herein, and oral statements may be made at said
hearing.
If you challenge the subject matter in court, you may be limited to raising only
those issues you or someone else raised at the Public Hearing Described in
this notice or in written correspondence delivered to the City Clerk, 221 West
Pine Street, at or prior to the Public Hearing.
By Order Of the Lodi City Council:
lice M. eimche
1:2)\-1 City Clerk
Dated: May 1, 1991
Approved as tq form:
Utic�1%I
Bobby W. McNatt
City Attorney
1
T'IE GIANNONI ORGANIZATION r
1420 S MILLS AVE #E
LODI, CA 95242
FRED BAKER
317 W LODI AVE
LODI, CA 95240
DARYL GEWEKE
PO BOX 1210
LODI, CA 95241
DILLON ENGINEERING
PO BOX 2180
LODI, CA 95241
SOB MORRIS
-22 W LOCKEFORD ST #9
LODI, CA 95240
RON THOMAS
PO BOX 1505
I.ODI, CA 95240
"'ENTLAND-SNIDER
1 S HAM LN #A
LODI, CA 95242
GOODEN CONSTRUCTION
114A N CHURCH ST
LODI, CA 95240
JEFF KIRST BAUMBACH-PIAZZA
120 N PLEASANT 323 W ELM ST
LODI, CA 95240 LODI, CA 95240
WENELL MATTHEIS BOWE
222 W LOCKEFORD ST #9
LODI, CA 95240
ENGINEERING FEE UPDATE MAILING LIST, 4/19/91
RESOLUTION NO. 91-92
A RESOLUTION OF THE LODI CITY COUNCIL
ADOPTING DESIGN STANDARDS FOR PUBLIC IMPROVEMENTS
WHEREAS, the Lodi City Council on November 17, 1976 adopted
Resolution No. 42-90, establishing certain Design Standards for public
improvements; and
WHEREAS, such Design Standards have been amended from time to
time since that date; and
WHEREAS, it has become desirable to update such Design Standards
on a unified basis; and
WHEREAS, a public hearing before the Lodi City Council was held
on May 15, 1991;
NOW, THEREFORE, BE IT RESOLVED, that:
1. The Lodi City Council adopts the Lodi Public Improvement Design
Standards contained in Exhibit A attached hereto and incorporated
by reference as if fully set forth herein to implement the
various sections of the Lodi Municipal Code and General Plan
goals and policies;
2. All previously adopted Design Standards for public improvements
are declared repealed and void;
3. Any and all other resolutions in conflict herewith are repealed
to the extent of such duplication or conflict; and
4. Pursuant to this resolution, the City Engineer shall be empowered
and authorized to interpret and make decisions applying the
Design Standards adopted herein, and to make periodic updates
consistent with the General Plan, Municipal Code and other
ordinances, resolutions and policies affecting such Design
Standards.
Dated: May 15, 1991
RES9192/TXTA.02J
I hereby certify that Resolution No. 91-92 was passed and
adopted by the Lodi City Council in a regular meeting held May 15,
1991 by the following vote:
Ayes: Council Members - Pennino, Pinkerton, Siegiock, Snider
and Hinchman (Mayor)
Noes: Council Members - None
Absent: Council Members - None
`/
Alice M. Remiche
City Clerk
91-92
-2-
RES9192/TXTA.02J
MEMORANDUM, City of Lodi, Public Works Department
TO:
City Council
City Manager
FROM: Public Works Director
DATE: May 13, 1991
SUBJECT: Public Improvement Design Standards
Attached is a final copy of the Public Improvement Design Standards which will be the subject of
a public hearing at the May 15 City Council meeting.
This copy is the same as the draft presented at the April 9 shirtsleeve meeting with the following
exceptions:
1. On Page 4, Section 1.301 General Design (Streets), third paragraph, "and major collectors"
was added after "arterial streets" to be consistent with the circulation element of the General
Plan. - .
2. The sight distance figure on Page 6 has been revised to include a "preferred" driver's eye
distance from the face of curb as described at the shirtsleeve meeting.
3. A short section regarding pavement transitions has been added to Page 8.
4. Minor editorial changes.
5. Typographical corrections.
L. Ronsko
Works Director
JLR/RCP/mt
Attachment
cc: Baumbach-Piazza
CITY OF LODI
DEPARTMENT OF PUBLIC WORKS
"Building A Better Community"
Public Works
Department
Public Improvement
Design Standards
May 1991
City of Lodi Public Improvement Design Standards
Introduction
I - 1 Purpose and Scope 1
I - 2 Design 1
I - 3 Authority 1
Section 1 - Streets
1.100 General 2
1.101 Scope 2
1.102 Submittals 2
1.200 Design Volumes 2
1.201 General 2
1.202 Traffic Studies 3
1.300 Street Design 4
1.301 General Design 4
1.302 Cross Section 5
1.303 Intersection/Driveway Sight Distance 5
1.304 Vertical Alignment 6
1.305 Horizontal Alignment 8
1.306 Medians 9
1.400 Driveways 9
1.401 General Requirements 9
1.402 Special Driveways 9
1.403 Width 10
1.404 Distances from Curb Returns 10
1.405 Distances From Utility or Safety Devices 10
1.406 Distance Between Driveways 10
1.407 Distances From Property Line 10
1.408 Removal 10
1.409 Parking Lot Driveways 11
1.410 Driveway Slope 11
1.500 Curb, Gutter and Sidewalk 11
1.501 General Requirements 11
1.502 Curb and Gutter Type 11
1.503 Sidewa.k 12
1.504 Wheelchair Ramps 12
1.505 Back of Sidewalk 12
1.600 Structural Section 12
Section 2 - Wastewater
2.100 General ................................................ 14
2.101 Scope 14
2.102 Submittals 14
2.200 Design Flow 15
2.300 Pipe Design 16
2.301 Minimum Size 16
2.302 Design Depth of Flow 16
2.303 Slope 16
2.304 Vertical Alignment 17
2.305 Horizontal Alignment 17
2.306 Pipe Materials 18
2.307 Joints and Fittings 18
2.400 Services 18
2.401 General 18
2.402 Monitoring Structures 19
2.403 Traps and Waste interceptors 19
2.500 Manholes and Miscellaneous Structures 19
2.501 Manholes 19
2.502 Drop Manholes 19
2.600 Lift Stations 19
2.601 General t9
2.602 Design 19
2.603 Force Mains 21
Section 3 - Storm Drainage
3.100 General 22
3.101 Scope 22
3.102 Submittals 22
3.200 Design Flow 23
3.300 Pipe Design 23
3.301 Minimum Size 23
3.302 Design Depth of Flow (Hydraulic Grade Line) 23
3.303 Slope 24
3.304 Vertical Alignment 24
3.305 Horizontal Alignment 25
3.306 Pipe Materials 25
3.307 Pipe Joints 26
3.400 Services 26
3.401 General 26
3.402 On-site Design Requirements 26
3 500 Manholes and Miscellaneous Structures 27
3.501 Manholes 27
3.502 Catch Basins 27
l 600 Pump Stations 28
3.700 Detention Basins 28
3.701 General Requirements 28
3.702 Temporary Basins 28
3.703 Permanent Basins 29
SECTION 4 - Water
4.100 Gcneral 30
4.101 Scope 30
4.102 Submittals 30
4,200 Design Flow 31
4.300 Pipe Design 31
4.301 Minimum Size 31
4.302 Design Pressure 32
4.303 Slope 32
4.304 Vertical Alignment 32
4.305 Horizontal Alignment 32
4.306 Pipe 33
4.307 Joints 33
4.400 Services 33
4.401 General 33
4.402 Domestic Service 3g
4.403 Fire Service 34
4.500 Valves. Fire Hydrants and Miscellaneous Appurtenances 36
4.501 Valves 36
4.502 Fire Hydrants 37
4.503 Blow-offs and Temn^rary Connections 37
4.504 Thrust Blocks 37
Section 5 - Miscellaneous Requirements
5.100 Maps and Easements 38
5.101 Maps 38
5.102 Easements .. 38
5.200 I.nprovement Plans and Specifications39
5.300 As-buiit Plans and Certifications 40
5.400 Traffic Control...................................41
5.500 Soils Reports 41
5.600 Grading and Earthwork 41
5.601 Grading Plans 41
5.602 Dust Control 42
5.603 Erosion Control 42
5.700 Trench and Pipe Strength Design 42
5.701 General 42
5.702 Soils Investigation 43
5.703 Flexible Pipe 43
5.703.1 Ductile Iron Pipe 43
5.703.2 Polyvinyl Chloride (PVC, ASTM D3034) 44
5.703.3 Polyvinyl Chloride (PVC, AWWA C900) 44
5.704 Rigid Pipe 44
5.704.1 Asbestos Cement Pipe (AWWA C400) 44
5.704.2 Concrete Pipe (ASTM C14, C76) 44
5.704..3 Vitrified Clay Pipe (ASTM C700) 44
Appendix
A - 1 Improvement Plan Requirements 45
A - 1.1 General Requirements 45
A - 1.2 Plan Notes 45
A - 1.3 Checklist 46
A - 2 Bid Item List 51
A - 3 Wastewater Flow Calculation Sheet 53
A - 4 Storm Drainage Calculation Sheet 54
A - 5 References 55
City of Lodi
Public Improvement Design Standards
Introduction
I - 1 Purpose and Scope
These Design Standards are published as required by the City or Lodi General Plan to provide standards
for pubtic improvements constructed within the City. They are to be used in conjunction with City
Standard Construction Specifications and Standard Plans (hereafter referred to in total as "Standards").
They shall apply to all new and reconstructed public improvements done as part of private development,
public and private utility work within right-of-way and public utility easements (PIJE) and City projects.
However, they do not include traffic signal and other minor, informal standard.: used by the City in the
design of publicly funded projects and in the analysis of existing problems.
These Standards also apply to street, storm drainage. wastewater and water system improvements which
are to be owned and maintained by the City of Lodi, except as noted below. The design of lighting and
electrical facilities is not included in these Standards and shall be in accordance with rules and
regulations of the City of Lodi Electric utility Department.
Although intended for public improvements. these Standards affect the design of private. on-site
facilities. In some cases, other City Departments refer to these Standards for their on-site requirements
under separate authority. Generally, such cases are specifically identified in the appropriate sections.
Nothing in these Design Standards is intended to reduce or modify applicable Federal, State or Local
laws nor to create a standard to be applied retroactively to existing improvements except where
specifically noted.
1- 2 Design
These Standards are not a "Code" nor are they a replacement !or engineering design and judgement. The
design of each project is in itself a special case and these Standards should not be construed to be the
maximum (or minimum) required design on a project. In some cases, it may be impractical to meet these
Standards. The design engineer is encouraged to meet with City engineering staff to review design
problems early to avoid reworking plans where deviations are not permitted. Legal requirements must be
met; such requirements are noted "(legal min.)'.
This document does not attempt to repeat all the various agency. professional and industry standards
used in engineering design. Rather it cites acceptable references and sets desired standards for the
normal range of work anticipated in Lodi based on expected local conditions. Names of references
noted are abbreviated; full names and comments on them are Included in Appendix A-5.
1- 3 Authority
These Standards are adopted by Resolution X91-92 of the City Council and Implement various sections
of the Lodi Municipal Code and General Plan goals and policies. Resolution #91-92 provides that the
City Engineer shall interpret and make decisions concerning these Design Standards. The City Engineer
is also empowered to update the Standards consistent with the General Plan and City Ordinances.
Resolutions and policies affecting these Standards.
Section 1 - Streets
1.100 General
1.101 Scope
All public streets shall be designed in accordance with acceptable engineering principles and
shall conform to these Standards. Primary references for supplemental information and/or
details include the Caltrans Highway Design Manual, the Transportation Engineering Handbook,
"A Policy on Geometric Design of Highways and Streets (the AASHTO "Green" Book) and "Design
of Urban Streets".
Private streets and parking Tots shall be designed according to applicable development
approvals, City Codes and Standards and accepted engineering principles.
1.102 Submittals
The sequential requirements listed below are based on projects subject to the City's Growth
Management Plan. Developers and design engineers of projects not subject to the Plan should
consult with the City Engineer to determine applicable and appropriate timing of submittals.
De,-telnpment Plan Stacie fnreliminary plan for entire.parcPl/development
Development plan submittals shall include a map showing the proposed project, existing streets
(rights-of-way, medians, number of lanes and regulatory traffic controls) in the vicinity (400 ft.
minimum) of the project and new street rights-of-way proposed for the project. At least one map
showing right-of-way and lot lines shall be submitted at a scale of 1"= 200'.
Lot lines and sight -distance triangles per § 1.303 shall also be shown at the following locations:
• intersections at reverse frontage lots;
• intersections at curved streets;
• intersections with adjacent building setbacks less than 20 feet.
A table showing land use categories and acreage, trip generation and total traffic shall be
provided.
Prnjertivlaster Pian Stacie (detailed p]an1Br.entire parcel/development}
A detailed street plaster plan for an entire project may be required by the City Engineer for
projects involving extension of streets through adjacent property or to assure that the layout of
the approved development plan will meet these Standards.
1mprnvement Planatape Ispecarjuvrovernent plans for portinnhpira developed).
improvement plans shall include the information listed in §5.200 and Appendix A-1.
1.200 Design Volumes
1.201 General
Unless otherwise designated in the Street Master Plan or approved development plan, the design
volumes shall be used to determine required street classifications and shall be approved by the
City Engineer. For projects less than 100 acres, volurnes may be estimated using these Design
Standards in consultation with City Engineer; however, a traffic study may be required at
locations with access, capacity or other traffic problems. Larger projects and those requesting
2
significant changes to the General Plan shall have a traffic study as required as part of the
development approval process.
The following table relates street classification and design volume and design speed.
R/W, Curb- Standard Design Daily Traffic
Street Clarification Curb Width Configuration Speed Volume Rangg
Minor Residential 50 34 2 lanes 25 0 500
Standard Residential 55 39 2 tanes 30 500 - 4,000
Minor Collector 60 44 2 lanes 35 4,000 10,000
Major Collector 68 52 2 fares 40 10,000 14,000
with LT lane/median
industrial (Local) 66 52 2 Lanes 40 0 14,000
Secondary Arterial 80 64 4 lanes 50 14,000 22,000
Minor Arterial 94 76 4 lanes 55 22,000 24,000
with LT lane/median
Major Arterial 118 102 6 lanes 60 24,000 36,000
with LT lane/median
See §1.302 regarding cross sections.
1.202 Traffic Studies
Traffic studies shall only be conducted after consultation with the City Engineer regarding scope
of work, assumptions, computer programs and models to be used and other parameters.
Institute of Transportation Engineers (iTE) average trip generation rates shall be used as
approved by the City Engineer. For mixed use development projects, individual building rates
shall be added. For example, in a commercial development consisting of a Targe retail space
with detached building pads, shopping center rates may be used for the large retail space and
fast food, bank or other appropriate rates used for the pads. "Pass -by" reductions in rates shall
be approved by the City Engineer.
Minimum trip generation rates per gross acre or other units are shown in the following table:
Land Use Type Peak Hr. Rate Daily Rate Units
Single Family Residential 1.1 10 TE/DU
Duplex Residential 0.9 8 TE/DU
Multi -Family Residential 0.7 6 TE/DU
Office 18 128 TE/Acre
Light Industrial 11 65 TE/Acre
Heavy Industrial 7 40 TE/Acre
Light Commercial 15 150 TE/Acre
General Commercial 30 300 TE/Acre
Shopping Center 30 300 TE/Acre
Public Offices & Civic Center 16 160 TE/Acre
Park & Public Facilities 0.4 4 TE/Acre
Elementary & Middle School 0.1 t 1.1 TE/Student
High School 0.25 2.5 TE/Student
Hospital 15 150 TE/Acre
3
TE := Teip End DU = Dwelling Unit
1.300 Street Design
1.301 General Design
Minor and Standard Residential streets shall be designed to discourage through traffic.
Incorporation of moderately curved streets, cul-de-sacs, knuckles, and "T" intersections in the
site plan is encouraged. Maximum length of continuous straight streets should not exceed 1,000
feet_ Continuous straight streets with residential frontage, between two collector or arterial
streets, are prohibited.
Block lengths shall not exceed 1300 feet.
On-site improvements on lots fronting arterial and major collector streets shall be designed such
that exiting vehicles do not have to back out onto the street. (Use circular or hammerhead
driveways, on-site circulation, etc.)
Cul-de-Sars.
A cul-de-sac shall be constructed on all permanent dead-end streets. Cul-de-sacs are
discouraged in commercial and industrial developments and shall be specifically approved by
the Planning Commission or City Council. The maximum design volume on a cut -de -sac shall be
500 vehicles per day. The maximum length of a cul-de-sac regardless of volume shall be 750
feet.
Permanent cul-de-sac streets shall have a turn -around at the closed end with a minimum
ri -t-of-way radius of 50 feet. The reversing curves at the beginning of the turn -around shalt also
have a 50 -foot R/W radius except in short cul-de-sacs (bulbs) where they would intersect the
curb return at the entrance. In such cases, the design shall be specifically approved by the City
Engineer. Asymmetrical configurations are permitted.
Temporary cul-de-sacs on dead-end streets that are to be extended may be required for Fire
Department turn -around depending on the length of the street and location of fire hydrants.
New public alleys are not allowed unless specifically approved by the City Council, however,
developments with private streets may be designed to minimize the number of access points
onto arterials.
I rjscapinn R rinht-of-wav fpnr`p%
Requirements for roadside or median landscaping or "hardscaping" and right-of-way (reverse
frontage) fences are not Included In these Standards and shall be determined on a case-by-case
basis by the City Engineer subject to project conditions of approval.
Miscellaneous,
"Knuckles- on residential streets are to provide proper lot width at the setback line and shall
conform to Standard Plan 133.
Lot lines should follow subdivision boundary lines unless specifically approved otherwise on the
development plan. Streets shall be fully improved with:; i II act Loundaries.
4
1.302 Cross Section
Cross sections for standard street classifications are shown on Standard Plan 101. These cross
sections may be modified by the City Engineer based on specific plans. traffic study requirements
for project access lanes or other development approvals.
Streets along tract boundaries (half -streets) shall have a minimum 32 -foot improved travelled
way. If "No Parking" is approved by the City Council prior to approving the plans. the width may
be reduced to 24 feet. Temporary curbing shall be provided at the unimproved edge of the
pavement.
The standard cross slope of the street shall be 2.5%. Where necessary to match existing
facilities, the cross slope on new streets may vary between 1% and 4%. Replacement of existing
travel lanes in order to meet cross slope criteria may be required. Intersection, cut -de -sac and
knuckle cross slopes should be 2% maximum. 0.75% minimum.
Upon approval of the City Engineer, the crass slope may be increased to 9% for overlays,
shoulder work or other special circumstances. Grinding is normally required to minimize the
effects of overlays and may include double passes, the first 6 feet wide, adjacent to the gutter at
constant depth, with a second, tapered transition pass next to the first. (See §1.410, Driveway
scope for additional criteria at driveways)
1.303 intersection/Driveway Sight Distance
Minimum requirements for intersection and driveway sight distances are shown in the "Sight
Distance Requirements" table and are based on stopping sight distances for traffic on the major
(through) street and stop control on the intersection/driveway. Preferred distances are from
ITE Handbook Table 19-8 "Suggested Corner Sight Distances at Intersections" which are
intended to allow opposing traffic to cross the major street without requiring approach traffic to
reduce speed. These longer distances will normally be required for new streets and may be
required in other circumstances depending do available setback or other considerations.
Planned intersection controls shall be considered in determining the appropriate sight distance.
For example, where a traffic signal is planned, and the intersection will be initially controlled with
a two-way stop, the minimum sight distance may be provided at the "stop" legs of the
intersection.
Sight distance shall also be provided at median openings as appropriate.
Right-of-way or sight distance easements shall be provided at new reverse frontage fences. signs
or other obstructions as appropriate. The 'clear" area shall not contain shrubbery, mounds,
signs or other obstructions over 30" high. Poles and trees shall be spaced far enough apart to
provide adequate sight and tree limbs shall be at least 7 feet above the ground. (This section is
not Intended to preempt the zoning code with regard to front yard fences in residential areas.)
5
Sight Distance Requirements
r
f
FACE OF CURB
SIGHT DISTANCE 'CLEAR'. AREA (TYP)--/
LEFT LANE LINE (WORST CASE
IN MULTI -LANE STREETS)
l
F OR NEAR EDGE OF THROUGH LANE
'Cr-- e' MIN,MUM
"REFERED VARIES WITH
CURS RE TURN RADIUS: _B_
2 O 1 O
-D RIVE.R'S EYE
25 1 2
3 O 1 3
35 1 5
"D" (ft.)
Mjior St. Classification Desion Soeed "A" Minimum Preferred
Minor Residential 25 14 25 150 250
Standard Residential 30 16 27 200 300
Minor Collector 35 19 30 250 350
Major Collector 40 17 34 300 400
Industrial 40 23 34 300 400
Secondary Arterial 50 17 40 430 500
Minor Arterial 55 17 52 500 550
Major Arterial 60 15 68 580 600
The above "A' and "B" distances (in feet) assume new standard cross sections per Standard Plan
101. Existing streets shall be checked using the worst case of existing or future striping and the
higher of the design speed or existing 85th percentile speed.
1.304 Vertical Alignment
Vertical Curves
Vertical curves are rarely required in Lodi due to the flat terrain. Thus the following standards are
brief and only describe minimum requirements. The design engineer Is referred to the references
cited for additional design criteria where compound curves are needed such as canal crossings.
Where the algebraic difference In longitudinal slope exceeds 1%. a parabolic vertical curve shall
be used. The minimum length of vertical curve shall be per the following:
L = KA where 1- = length of vertical curve, ft
K = constant per Table below
A = algebraic difference In grades. %
Vertical Curve KValues
riesign Speed Crest Curve Sag Curve
25 20 30
30 30 40
35 50 50
40 80 70
50 160 110
55 220 130
60 310 160
6
The above table is based on stepping sight distance per Table V-2 of the AASHTO "Green' Book.
In arterial streets where passing is permitted, higher K values per Table V-3 shall be used.
The minimum length of vertical curve shall be 200 ft. for design speeds below 40 mph and 400 ft.
for design speeds of 40 mph and above. Where the calculated length is below the minimum, the
curve may be approximated by an intermediate straight segment(s).
lon of Garb ar'..d Ftnwtine Grade
Flowline grades shalt not be less than 0.25% and not greater than 6%. A normal design minimum
of 0.30% is recommended to minimize birdbaths. (Note gutter flowline tolerances in the
Construction Specifications.) Where matching existing improvements, the minimum grade may
be reduced with the approval of the City Engineer. With the specific approval of the City
Engineer, curb height may be varied from a minimum of 4' to a maximum of 7'.
The minimum top of curb elevations shall be 1 -foot above the design maximum water surface of
the Master Plan Storm Drainage Basin to which the proposed improvement is tributary. This
minimum elevation is listed in 53.703.
A minimum top -of -curb elevation of 1 -foot above the calculated hydrauiic grade line shalt be
maintained.
Grades on opposite sides of the street shall be the same wherever practical.
(;ra{jaa nn C:tiry 5
On cul-de-sacs, knuckles and other curves (except curb returns) where the curb radius is less
than 100 feet, the fiowline grade shall be 0.30% minimum.
Curt) Return Grades
Top of curb fall (in feet) around returns shall be per the following table:
Retrofit New Construction
Radius Minimum Minimum Maximum
15 0.12 0.20 0.50
20 0.16 0.20 0.60
25 * 0.25 0.80
30 * 0.30 0.90
35 * 0.35 1.00
40 * 0.40 1.10
45 * 0.45 1.20
50 * 0.50 1.30
*Special Determination
At returns where the curb type changes, differences in curb height shall be taken into account in
the design so as not to reduce the fiowline fall.
Mediae—Grades
Median grades shall follow street grades. Minor variation in top of median curb grades on
opposite sides of the median is permitted depending on the width and nature of landscaping.
For aesthetic reasons, the maximum variation at noses or other medians Tess than 6 feet wide
should be 0.15. ft. Median noses and other areas with solid fill in between curbs shall be sloped
to drain.
7
1.305 Horizontal Alignment
Strp _t C 1ryat Ire
Design of curved arterial and collector streets shall be based on criteria in the Caltrans Highway
Design Manual. The minimum radius of curvature of centerline for all streets shall be per the
following table:
Minimum Horizontal Curve Radius
Street Classification Design Sgee.d Radius (ft.; Notes
Minor Residential 25 220 _
Standard Residential 30 250 1
Minor Collector 35 500 1
Major Collector, Industrial 40 550 1
Secondary Arterial 50 850 1, 2
Minor Arterial 55 1000 1, 2
Major Arterial 60 1150 1, 2
Notes:
1. Minimum radius is below that indicated in Caltrans Highway Design Manual Figure
203.2 "Comfortable Speed on Horizontal Curves" for the standard cross slope. While
this is acceptable on residential and industrial streets. larger radii, superelevation or
reduced design speed should be considered on collector and arterial streets.
2. Minimum radius assumes no si, ht obstructions. Figure 201.6 "Stopping Sight
Distance on Horizontal Curves of the above reference should be checked when walls
or other obstructions are planned within 20 ft of the right-of-way.
There shall be a tangent between reversing curves of at least 150 feet on arterial and collector
streets, and 50 feet on all other streets.
Transitinns.
Length of pavement transitions affecting travel lanes shall be designed per applicable Caltrans
Standards (Hwy. Design Manual §206). At ends of curb & gutter. the minimum transition lenoth
shall be based on a 45` pavement transition. Longer distances will be required where a driveway
is located at the end of the curb & gutter.
jntersectinn Angle
Streets shall Intersect at right angles (± 5 degrees). Curved residential streets shall have at least
50 feet of centerline perpendicular (± 5 degrees) to the projected curb line of the intersecting
street. Longer perpendicular distances may be required on collector and arterial streets.
f iirh RPtttrn�
Curb return radii for various street types shall be as shown on Standard Plan 611.
AnaIe Point
Angle points of 5 degrees or less are allowed on residential street centerlines with approval of
the City Enoineer. in such cases, the curb face shall be designed with a 100 -foot radius curve.
()Domino Street'
All streets entering upon opposite sides of any given street shall have their centerlines directly
opposite each other or separated by at least 150 feet. Cross streets are to be avoided unless one
or more legs are cul-de-sacs. Greater distances may be required on collector and higher
classification streets based on anticipated turning volumes. Intersections that are to be
signalized shall be four-way.
8
The minimum distance between streets entering a restricted access street shall be as provided by
a Specific Plan adopted by the Planning Commission and City Council.
The location of any new intersection between a local street and an arterial shall be reviewed by
the City Engineer to determine safety and compatibility for signal progression. The City may
restrict access to right -turn -only if necessary.
1.306 Medians
Medians and median openings shall be constructed at locations shown on Specific Plans or as
required as part of proiect approval. See §1.301 regarding landscaping.
Design geometries for parabolic median curb transitions, flares and left -turn -in -only median
openings are shown in the Standard Plans.
Median curb heights shall be 8" with a minimal reverse gutter provided. Due to excessive
pavement deterioration from watering, interior drainage at landscaped medians shall be
provided.
1.400 Driveways
1.401 General Requirements
The following driveway standards are not applicable to State Highway or controlled access
streets where access is limited by deed or map restrictions or other development restrictions. If
driveways are approved at such locations, the applicable design requirements shall be used.
New driveways on restricted access streets (most of Cherokee Lane and other streets per map or
deed restrictions) require City Council app; oval.
The number. location and width of permitted driveways is regulated by the Public Works
Department and shall be based on the demonstrated needs of the parcel being served. They shall
not be excessively detrimental to the abutting street capacity, safety, and/or efficiency.
The City Engineer may modify any of the following standards in order to provide better traffic
movements or because of special or unusual conditions. The iTE publication "Guidelines for
Driveway Design & Location" contains additional design guidelines.
"Commercial" driveways per Standard Plan 114 shall be used on all driveways serving 4 or more
parking stalls and other locations where trucks, including garbage trucks, are anticipated. Where
land use changes affect existing driveways proposed for reuse, the City Engineer may require
upgrading of the driveway to commercial standards.
"Common" driveways straddling a property line to serve two or more parcels, are permitted
provided applicable width and clearances are met.
1.402 Special Driveways
Special driveways are those with a depressed back of driveway at the property line and a radius
instead of a curb transition and are used to provide improved access at high volume driveways
and minimize capacity reduction on collectors and arterials. Design geometries are shown on
Standard Plan 111.
Special driveways shall be used when the driveway peak hour volume exceeds 300 vehicles per
hour and may be required at lower volume driveways at critical locations.
Depth of flow in the gutter is limited to 3 inches, see §3.502.
9
1.403 Width
Maximum driveway width shall be 35 feet for standard driveways and 56 feet for special
driveways unless specificz / approved otherwise by the City Engineer for high truck volumes or
other factors.
The total width of commercial and industrial driveways shall not exceed 60% of the frontage.
The minimum width of a single driveway shall be 12 feet and 24 feet for a driveway serving a
parking lot with a two-way aisle. Additional driveway width may be required on collectors and
arterial streets particularly where there is no parking and a travel lane is adjacent to the curb.
Standard driveway width is rneasured at the curb line and includes only the depressed section.
Speciai driveway width is measured between curbs behind the property side. Width of a raised
medians separating in and out traffic is not included in the width.
1.404 Distances from Curb Returns
Commercial. industrial or other high volume driveways on arterials and major collectors shall be
located as far as practical from the nearest curb return and may be prohibited within 100 feet
where the intersection is signalized. is planned for signalization, or intersection capacity is
critical. At other locations, the top of the driveway transition shall be at least 10 feet from the
nearest curb return provided the return meets current standards for radius and location. At
streets to be widened or improved, the above distances shall- be measured from the ultimate
location of the curb return.
At alleys the driveway transition shall be permitted no closer than 10 feet from the projected
intersecting alley curb face, and no closer than 2 feet from the nearest alley curb return.
1.405 Distances From Utility or Safety Devices
Driveway transitions shall clear all public facilities such as street light and traffic signal
standards, utility poles, fire hydrants, and street trees by a minimum of 3 feet. Greater distances
from fire hydrants is recommended. Any relocation of public facilities required to maintain such
clearance shall be at the expense of the party requesting the driveway.
1.406 Distance Between Driveways
A minimum of 4 feet of full curb height shall be maintained between the top of transitions of
adjoining driveways. No driveway shall be constructed which results in a curb length between
transitions in excess of 14 feet, unless the curb length is at least 22 feet in length. Where
practical, the total space between driveway transitions shall be in multiples of 22 feet plus 4 feet.
(Spacing = 22X + 4)
1.407 Distances From Property Line
A minimum of 2 feet of full curb height shall be maintained between the property line and the top
of the driveway transition except where common use driveways have been permitted.
1.408 Removal
Any abandoned driveway shall be completely removed and replaced with standard curb. gutter
and sidewalk. Driveways are considered abandoned when ori -site development. fencing or other
use demonstrates that the driveway is no longer needed.
10
1.409 Parking Lot Driveways
Parking lot driveways shall be designed in such a manner as to p-eclude the use of the abutting
public street for vehicular circulation solely related to the parking lot. The driveway shall be
commercial type per Standard Plan 114. Design of the lot shall conform to Standard Plan 134.
1.410 Driveway Slope
Driveways shall be designed to minimize vehicles scraping the pavement in front of the driveway
or high -centering at the back of the driveway.
In new work, the driveway grade measured at a point 10 feet behind the flowline shall not exceed
0.75 feet above the flowline.
In designing overlays or driveway replacements. the deflection angle at the flowline determined
by a point on the pavement 4 feet out from the flowline and a point on the driveway 10 feet
behind the flowline should not exceed 9.75'.
1.500 Curb, Gutter and Sidewalk
1.501 General Requirements
Curb, gutter and sidewalk shall be installed in all new developments unless specifically deferred
or otherwise waived. Curb and gutter may be required to be extended across adjacent parcels
for drainage purposes. New ditches or swales are not permitted across residential frontages.
1.502 Curb and Gutter Type
Curb and gutter with a vertical 'barrier" type curb shalt be installed along frontages conforming
to any of the following criteria:
• Collector, arterial or higher classification streets:
• Multi -family residential frontage;
• Commercial or industrial frontage:
• School, church, park or other public use frontage;
• Any curb where the street centerline radius Is Tess than 200 feet unless specifically
determined otherwise by the City Engineer;
• All curb returns;
• Installations where driveways are existing or known as part of an approved
development plan unless specifically determined otherwise by the City Engineer;
• Other areas designated by the Planning Commission or City Council.
Roll "mountable" type curb and gutter per Standard Ian 136 may be installed on streets within
new single-family developments. Valley gutters (Standard Plan 116) will be allowed only at
intersections of cul-de-sac streets which provide access to fewer than 10 lots.
Various designs of curb and gutter have been used in the City. For minor repairs of existing
improvements, the type of curb and gutter shall match existing. In replacing curb returns or over
Y of a block face, vertical or rolled curb & gutter per Standard Plan 135 & 136 shall be •+sed as
appropriate. Existing curb & gutter should be considered for replacement where ponding
extends into the pavement. In replacement projects, curb height may be varied from 4' to r to
match existing improvements.
Four foot transitions with weakened plane joints at each end shall be used to separate different
curb & gutter types.
11
1.503 Sidewalk
The minimum widths of sidewalk shall be 4.5 feet in residential streets, 4 feet in local industrial
streets. 7.5 feet in commercial areas. or as noted on the Specific Plan. The above widths do not
include the curb width.
Widths shall be increased by at least one foot where fences, walls or other similar clearance
obstacles to pedestrians are constructed.
At poles. trees and other small structures, the minimum clear width provided shall be four feet.
Upon specific approval of the City Engineer, the minimum width may be reduced to three feet
(legal min.) in extreme cases. The "obstacle course" effect of closely spaced poles and other
street hardware on opposite sides of the sidewalk shall be avoided.
New poles or other devices placed in the sidewalk on the curb side shall have a minimum
d°stance from the face of curb of one foot.
Back of walk transitions necessary to accomplish the above clearances shall have smooth
reversing curves or angle points with deflection angles not exceeding 30 degrees.
1.504 Wheelchair Ramps
Wheelchair ramps shall be installed in all new curb returns per Standard Plan 132 (legal min.).
Ramps may also be required at "T' intersections or knuckles at a lot line on the side opposite the
curb return.
Wheelchair ramps shall be retrofit at curb returns where the adjacent street pavement is being
reconstructed or new buildings are being constructed on corner lots.
Handicapped access shall be included at appropriate locations in medians, parking lots and
other improvements (legal min.).
1.505 Back of Sidewalk
Improvement of the space between the back of sidewalk and the right-of-way (normally 21/2 ft.)
shall be consistent with the proposed land use and minimal City maintenance. Where this space
is incorporated into on-site landscaping, maintenance is the responsibility of the
owner/developer.
At reverse frontage fences, the space shall be filled with additional sidewalk or approved
hardscaping except where approved otherwise in the development plan.
1.600 Structural Section
The structural section shall be asphalt concrete (AC) pavement with aggregate base designed in
accordance with the procedures contained In the "Flexible Pavement Structural Section Design Guide for
California Cities and Counties" and these Standards. Full depth asphalt concrete may be specified as an
alternate. The City has a computer spreadsheet to make the necessary calculations which is available to
consulting engineers. The calculation includes a variable safety factor applied to the AC on high volume
streets.
The soils report shall be a guide for determining the limits of appropriate R -values for design of structural
sections. The limits shall be approved by the City Engineer prior to design. The R value used in design
shall not exceed 60. Upon approval of the City Engineer, the plans may be prepared based on
12
preliminary R -values with appropriate notes for timely retesting during construction for determination of
final design values.
The Traffic index shall he established by the City Engineer with a minimum of 2% trucks. The following
table provides some minimum values and can be used as a guide in determining appropriate structural
sections within a residential development.
Street
Minor Residential
Minor Residential
Standard Residential
Standard Residential
Standard Residential
Minor Collector
Minor Collector
Minor Collector
Lowest
Maximum ADT T I Minimum Section R -Value*
200 4.0 0.20' AC/0.30' AB or 0.35' AC 30
500 4.5 0.20' AC/0.30' AB or 0.35' AC 40
1000 5.0 " 0.20' AC/0.30' AB or 0.35' AC 47
2300 5.5 0.20' AC/0.30' AB or 0.35' AC 53
4000 6.0 0.20' AC/0.30' AB or 0.35' AC 58
4200 6.0 0.20' AC/0.30' AB or 0.35' AC 58
8200 6.5 0.25' AC/0.30' AB or 0.40' AC 60
10000 7.0 0.25' AC/0.35' AB or 0.40' AC 60
"Lowest R -value" is the minimum value r ecessary to allow use of the minimum structural section.
Minimum subgrade compaction of native material shall be 8" Cu 92% relative compaction (R.C.) for
residential streets and 6" @ 95% R.C. (removed and replaced material), over 6" @ 90% R.C. compacted
original ground on industrial, collector and arterial streets. Any fill or disturbed material below shall also
be compacted to 90% R.C.
These Design Standards are to be conservatively applied to developments to provide pavement that will
have at least a 20 -year design life.
Upon approval, transitions and other temporary pavements may be designed for a shorter life.
New development may be required to remove and replace existing pavement as necessary to provide a
high quality connection between existing and new improvements. Examples include:
• ravelled edges of existing pavement:
• additional pavement to meet cross slope standards;
• ends of streets being extended;
• flares at shou'ders;
• transitions
The City may require that the developer install a reduced pavement section in anticipation of excessive
street cuts for utility services to the lots. In such cases, the developer shalt pay the City the difference In
cost between the full section and the reduced section and the City will be responsible for the installation
of the future additional pavement.
Trench structural sections shall be as shown on Standard Plan 506 unless approved otherwise and shown
on the improvement plans.
Pavement cuts may be prohibited in new or recently overlaid streets. In cases where such cuts are
permitted, pavement "T" cuts or other special trench replacement sections may be required.
Design criteria and specifications for jacking or boring are not included in these Standards and are to be
determined on a case-by-case basis.
13
to
4
0
0
0
an
Section 2 - Wastewater
2.100 General
2.101 Scope
These standards apply to all public wastewater facilities designed for installation within a public
right-of-way or PUE in the City and are limited to sewer mains and laterals 15 inches or less in
diameter. Standards and requirements for larger sizes will be determined by the City Engineer as
needed. Except where specifically noted in these Standards or as required as part of project
approval, all wastewater facilities installed on private property for private use and ownership
shall be designed and constructed in accordance with the provisions of the Uniform Plumbing
Code, as adopted by the City.
Wastewater lines shall be designed in accordance with acceptable engineering principles,
California OSHA Standards (legal min.), and State of California Title 22 requirements (legal min.),
and shall conform to City Standards. Storm water collection facilities shall not be connected to a
wastewater line. Industrial waste sources may be connected or discharged into a wastewater
line with approval of the City Engineer.
These Standards do not cover all the applicable City, State and Federal requirements for
wastewater quality and monitoring. (See Lodi Municipal Code and the Water/Wastewater
Superintendent for applicable requirements.)
2.102 Submittals
The requirements listed below are based on projects subject to the City's Growth Management
Plan. Developers and design engineers of projects not subject to the Plan should consult with
the City Engineer to determine applicable and appropriate timing of submittals.
f1PVPinpme tt Plan Stam (preliminary olan for PntirP nar..Pt/rieyelnnmentl
Development plan submittals shall include a map showing the proposed project, existing septic
systems, wastewater mains in the vicinity of the project and new mains, 12' and larger proposed
for the project.
A table showing land use categories and acreage and average and peak flows shail be provided,
(average flow in mgd, peak flow in cfs)
Project Master Plan Stare (detaitPd nlan for PntirP narr.Al/rievelnnmrnt)
Prior to preparation of improvement plans for the first construction phase of the project. a
wastewater master plan for the entire project shall be submitted for approval by the City
Engineer.
The preliminary design submittal shall include the following items:
• A plan, 1" = 100' scale, showing the proposed system, preliminary pipe sizes,
tributary subareas, existing and future tributary areas outside the project limits,
zoning, projected land use, and any features affecting the system.
• Design flows at major junction points including flows corning from outside the
project limits. A calculation sheet is provided rn the Appendix which may be
reproduced by the consulting engineer.
• A description and preliminary sketches of any pump stations including: number and
size of pumps, wetwell volume and operating levels, provisions for standby power or
energy operations, and maintenance access.
14
0
• Where the design includes additional tributary areas outside the project as required
by the City and the developer wishes to obtain reimbursement for oversize pipes, the
Engineer shall submit additional calculations and design for the project only in order
to estimate the reimbursable portion.
improvement plan. StaCita (spPrifif: imprnvament plans for portion hainp rievalnperfi
Improvement plans shall include the information listed in §5.200 and Appendix A-1.
2.200 Design Flow
Wastewater lines shall be designed on a peak flow basis. Design peak flows shall be estimated by
applying the appropriate peaking factor to the average flow.
For analysis of existing lines or where existing land use is higher than the zoning, flow shall be calculated
0 based on an average sewage flow of 100 gallons per capita per day with a population of 3.0 capita per
single family dwelling unit and 2.0 capita per multiple family dwelling unit.
For lines serving new areas or where existing land use is lower than the zoning, the City zoning map
and/or general plan shall be used to estimate average flow. The following table summarizes this criteria:
Zoning Land Use Pers/unit Units/acre Pers/acre Bow_
R-1 Residential 3.0 4 12 0.00186cfs/acre
R-2 Residential 3.0 6 - 18 0.00279"
R -GA Garden Apt. 2.0 20 40 0.00619"
R -MD Medium Density Residential 2.0 30 60 0.00928"
R -HD High Density Residentiai 2.0 40 80 0.01238"
PR Planned Residential 2.6 7 18.2 0.00282"
(unspecified)
PR/LD Planned Residential 2.75 5 13.75 0.00213"
(low density)
PR/MD Planned Residential 2.25 12 27 0.00418"
(medium density)
PR/HD Planned Residential 2.00 24 48 0.00743"
(high density)
gal.JacreJday
xCx Commercial 2500 0.00387"
Mxx Industrial 2000 0.00309"
n/a Institutional (Schools, etc.) 0.000039 cfs/attendant
The above values are average figures based on the assumptions shown_ At locations where a specific
use is proposed for which the flow would exceed these figures, the higher value shall be used.
Peak flow shall be obtained by multiplying the average flow by the following peak factors. These peak
factors include an allowance for infiltration/inflow. The peak flow factor shall be 3.0 for commercial and
institutional flows and 2.0 for industrial flow.
15
0
i
0
0
40)
4sr
Peaking factors for residential flow shalt be selected from the figure below based upon total upstream
service population.
P 10.0
0
a
t
4.3 '
F l
a
c
0
r 1.0
100 1,000
Wastewater Peaking Factor
2.300 Pipe Design
•
Population
10.000
2.301 Minimum Size
New gravity wastewater lines shall be 8 inches or greater in nominal diameter, except the most
upstream manhole -to -manhole reach of a main sewer having no potential for further extension
may be 6 inches in nominal diameter.
2.302 Design Depth of Flow
Main wastewater lines (8 through 10 inches in diameter) shall be designed to flow a maximum of
one-half full at peak design flow. Trunk wastewater lines (12 inches and Larger in diameter) shall
be designed to flow a maximum of three-fourths full at peak design flow.
2.303 Slope
All sewers shall be designed to use the available slope to give peak flow velocities of not Tess
than 2.0 feet per second based on Manning's formula using an `n" value of 0.013. Minimum
slopes and the corresponding design capacity based on §2.302 and §2.303 are
Size Minimum Slope (ft/ftl Desion Cao. (cfs) Full Cap. (cfs)
6 0.0048 0.20 0.39
8 0.0033 0.35 0.70
10 0.0025 0.55 1.10
12 0.0019 1.45 1.56
15 0.0014 2.25 2.42
It is understood that it is impractical to meet these velocity standards at upstream ends of the
collection system and they art, waived in such cases. Designs in which downstream mains do not
meet these veiocity standards shall be specifically approved by the City Engineer.
Maximum velocity shall not exceed 10 feet per second at peak flow. Sewers shall be designed
with uniform slope between manholes.
16
2.304 Vertical Alignment
The minimum cover tor wastewater lines shall be 3 feet from the existing or planned final grade,
whichever is lower, to the top of the sewer pipe. Laterals shall have a nominal cover of 21 feet at
the property line or at a point 5 feet outside the curb face or edge of paving, whichever is the
greater distance from the roadway centerline. See §2.401 for additional information regarding
service lateral cover and §5.701 for structural considerations.
When crossing a water main, the wastewater line shall be installed below the water main with a
clearance of at least 12 inches. Where this separation cannot be maintained. the City Engineer
may approve reduced clearances based on Standard Plan 415. A minimum vertical clearance of
at least 3 inches shall be maintained between a wastewater line and a storm drain. Separation
distances shall be measured from the nearest edges of the facilities.
At points of convergence of pipes of various sizes, the pipe crown of the inflowing pipe(s) shall
be no lower in elevation than the crown of the outflowing pipe. See §2.502 regarding drop
manholes for additional information.
2.305 Horizontal Alignment
Wastewater Lines shall be placed within street rights-of-way unless placement in an easement is
specifically approved by the City Engineer. Alignment shall be parallel to the street centerline
whenever possible. _
The horizontal alignment of wastewater lines in new streets, easements and private streets shall
be as shown on the appropriate City of Lodi Standard Plan. In existing streets and other special
cases (such as looped streets in which the utilities may be located concentrically to avoid
crossings), the alignment may vary from the Standard Plans, but in no case shall there be less
than 10 feet horizontal clearance to a water main, except as specifically approved by the City
Engineer in accordance with State Department of Health Services policies.
Curved sewers are allowed. However, joint deflections or pipe curvature shalt not exceed the
pipe manufacturer's recommendations. The following table may be used as a conservative
guide. If a shorter radius is desired, the appropriate design information (i.e. short pipe lengths,
radius fittings, etc.) shall be shown on the plans.
Minimum Radius of Bending Circle fft.),
Pioe Size Ductile iron PVC VCP
4 190 160 200
6 190 160 200
8 190 210 200
10 190 270 200
12 190 320 200
15 n/a 390 260
Wastewater lines, including laterals, or other sanitary hazards shall not be constructed adjacent
to any existing or proposed well site. California State Department of Health Services
requirements shall be the minimum required separation, however these may be increased where
the well location is not fixed or redrilling is planned.
17
2.306 Pipe Materials
The following standard pipe materials shall be used for gravity flow wastewater line construction
and shall conform to the appropriate American Society of Testing and Materials (ASTM) and
American Water Works Association (AWWA) specifications (latest revision):
Pipe Material Specification
Ductile iron pipe
w/polyethylene lining &
polyethylene encasement*
PVC sewer pipe and fittings
Vitrified clay pipe
ASTM A746
ASTM D1248, Class C, 30 mil thickness
AWWA C105
ASTM D3034 SDR 35
ASTM C700 (extra strength)
laterals only:
Cast iron soil pipe (4" & 6") ASTM A74, service weight
• polyethylene encasement may be omitted if a corrosivity soils report provided per App3ndix A of AWWA
C105 indicates encasement is not needed. Alternate linings may be approved on a case- 3y -case basis.
New main sewers and/or laterals servicing exclusively industrial and commerc;al development
may be limited to vitrified clay pipe depending on the proposed use.
Trench and pipe strength design shall be shown on the improvement plans per §5.700.
2.307 Joints and Fittings
Joints and fittings shall be selected and installed to minimize infiltration and to prevent the
entrance of roots throughout the life of the system. Ductile iron pipe joints and fittings shall
conform to AWWA C110 or other approved joint for wastewater applications. Joints for PVC
pipe shall be flexible elastomeric type conforming to ASTM D3212. Solvent welded joints for
PVC pipe are not permitted. Joints for vitrified clay pipe shall conform to ASTM C245.
Joining of pipe sections of unlike materials shall be accomplished using approved flexible band
seals. Other joining methods shalt not be used unless approved by the City Engineer.
2.400 Services
2.401 General
One service is allowed per parcel being served. Additional services may be specifically approved
by the City Engineer in order to eliminate the need for on-site pumps or In other extreme
circumstances.
The minimum diameter for services (lateral sewers) shall be 4 inches.
A lateral sewer installed concurrently with a main sewer shall be of the same type and class of
pipe material as the sewer main except where land use, cover or water main separation
requirernents indicate otherwise. For new services on existing mains, the lateral sewer may be of
any approved pipe material as specified in §2.306.
Size and depth of services is to be determined by the design engineer for the parcel being served
subject to minimums contained in City Standards. Particular attention should be given to large,
deep parcels. On-site lift stations may be necessary at upstream ends of mains, particularly on
the east side of the City at the Central California Traction railroad.
18
2.402 Monitoring Structures
A monitoring structure or sampling manhole/riser shall be installed per City standards near the
back of walk where required by the City Engineer. It shall be in a location accessible to City
personnel at all times and may be considered as a cleanout in lieu of a separate required
cleanout.
2.403 Traps and Waste Interceptors
Appropriate traps and waste interceptors shall be installed on services or on-site as determined
by the City Engineer in conformance with the Lodi Municipal Code.
2300 Manholes and Miscellaneous Structures
2.501 Manholes
Manholes shall be located in areas accessible to cleaning equipment and at:
• the end of each tine;
• all changes in pipe grade, size, or alignment;
• all junctions of sewer mains and/or laterals 6 inches or greater in diameter;
• distances not greater than 500 feet in continuous paved areas.
• Where access to manholes is restricted. the pipe -and accessible manholes shall be
located such that there is a hose lay of no greater than 500 feet from an unrestricted
access point to all portions of the sewer.
24" diameter risers may be used in lieu of standard 48" manholes where the depth to the invert is
less than 42 inches.
Manholes/risers may be required for inspection purposes at the end of stubs exceeding 25 feet in
length.
2.502 Drop Manholes
Drop manholes per Standard Plan 301 shall be provided where the inflowing pipe crown
elevation is more than 2 feet above the crown elevation of the outflowing pipe.
2.600 Lift Stations
2.601 General
Lift stations shown on the Wastewater System Master Plan shall be designed per the following
standards. Other lift stations shall be specifically approved by the City Engineer after
consideration of alt reasonable gravity flow alternatives. Design standards for temporary
stations shall be determined on a case-by-case basis.
Lift station structures and electrical and mechanical equipment shall be located and designed
such that they are protected from physical damage by the 100 -year flood and will remain fully
operational and accessible during the design storm.
The lift station shall be located off the travelled way of streets and alleys and shall be provided
with paved vehicular access and appropriate security as required by the City Engineer.
2.602 Design
The lift stations shall be Ecodyne. Smith and Loveless Custom Series.
19
Impressed current cathodic protection is required and shalt be designed by a qualified corrosion
control engineer.
California OSHA standards shall be observed in the design of all pumping station access
structures.
Pumps
At least two pumps shall be provided for each pumping station.
If only two units are provided, they shall have the same capacity. Each shall be capable of
handling the peak flow. Where three or more units are provided, they shall be designed to fit
actual flow conditions and must be of such capacity that with any one unit out of service, the
remaining units will have capacity to handle maximum sewage flows.
Design pumping rate shall be the peak inflow for the ultimate tributary area. For Master Plan
Stations, initial lower flow rates shall be considered in the design. it may be appropriate to
provide an interim design with fewer or smaller capacity pumps. However, the station and site
should be designed for ultimate conditions.
Wetwells
The wetwell size and control setting shall be appropriate to avoid heat buildup in the pump motor
due to frequent starting and to avoid septic condition: due to excessive detention time. Total
pump starts shall be limited to no more than 10 per hour. -
Wetwells shall be reinforced concrete with coal tar epoxy lining (Tnemec Hi -Build Tneme-Tar
46H-413, two coats; or approved equivalent).
The wetwell floor shall have a minimum slope of 1 to 1 to a hopper bottom. The horizontal area
of the hopper bottom shall not be greater than necessary for proper installation and function of
the pump inlet.
AncillaryEquipment
Ancillary equipment such as air release or other valve pits shall be provided as necessary
including adequate ventilation and corrosion protection.
FIe tricalFryripment
All wetwell electrical equipment shall be explosion proof and meet National Electrical Code
Class 1, Division 2, Group D requirements. Al! drywell electrical equipment shall be NEMA 4.
Telemetry equipment identical to the City's latest SCADA equipment shall be provided. Alarms
shall be activated in cases of high water, power failure, pump failure, use of the lag pump,
unauthorized entry, or any cause of pump station malfunction.
Standby Power
Pump stations of greater than 0.25 mgd peak flow capacity (which include those shown on the
Master Wastewater Collection System Plan) shall include permanent installation of standby
power. Engines shall be provided with silencing equipment appropriate for the adjacent land use
per zoning and General Plan standards.
Smaller capacity stations, where approved, shall either provide standby power or dual, manually
switchable electrical feeds from separate transformers.
20
Water suQply
Potable water supply with a reduced pressure backflow prevention device (Febco Model 825) is
required for all pump stations.
Three complete sets of operational instructions (including emergency procedures and
maintenance schedules), special tools. and such spare parts (Le., mechanical seals, wear rings,
filters, etc.) as may be necessary shall be provided for all pump station equipment.
2.603 Force Mains
At average pump flow, a velocity of at least 2 feet per second shall be maintained.
An automatic air relief valve shall be placed at high points in the force main to prevent air locking.
Force mains shall enter the gravity sewer system at a point not more than 1 foot above the flow
line of the receiving manhole.
Cleanouts and other special fittings shall be provided as required by the City Engineer.
The force main and fittings, including thrust blocking, shall be designed to withstand normal
pressure and pressure surges (water hammer).
The following standard pipe materials shall be used for force -main construction and shall
cenforn to the applicable ASTM or AWWA specification (latest revision).
Pipe Material 5.pecification
Ductile iron pipe
w/polyethylene lining &
polyethylene encasement*
PVC Plastic Pipe
AWWA C151
ASTM 01248, Class C, 30 mil thickness
AWWA C105
AWWA C900
• polyethylene encasement may be omitted if a corrosivuty sous report provided per Appendix A of AWW,
C105 indicates encasement is not needed. Alternate linings may be approved on a case-by-case basis.
Pipe strength (Class) shall be determined by accepted engineering principles and the pipe
specification based on the design pressure.
Trench design shall be shown on the plans per §5.700.
Friction losses through force mains shall be based ori the Hazen and Williams' formula with a
value for "C" equal to 120.
Separation from Water Mains
Force main separation from water mains shall conform to applicable State Dept. of Health
Services regulations (legal min.), City Standards and appropriate construction details shall be
shown on the plans.
21
Section 3 - Storm Drainage
3.100 General
3.101 Scope
These standards apply to all public stormwater facilities desig. 1 for installation within a public
right-of-way or PUE in the City. Except where specifically notes, in these Standards or as
required as part of project approval, all stormwater facilities installed on private property for
private use and ownership shall be designed and constructed in accordance with the provisions
of the Uniform Plumbing Code, as adopted by the City.
Stormwater lines shall be designed in accordance with acceptable engineering principles and
California OSHA Standards (legal min.), and shall conform to City Standards. Storm water
collection facilities shall not be connected to a wastewater line except where specifically
required by the City Engineer. Industrial waste sources shall not be connected or discharged into
a stormwater line without a specific discharge permit.
These Standards do not cover all the applicable City, State and Federal requirements for storm
quality and monitoring. (See §5.603 for additional discussion.)
3.102 Submittals
The requirements listed below are based on projects subject to the City's Growth Management
Plan. Developers and design engineers of projects not subject to the Pian should consult with
the City Engineer to determine applicable and appropriate timing of submittals.
- ••g -• ' .• . - • - u •. .• • •• • •
pi ldPvPirtpmPnt'
Development plan submittals shall include a map showing the proposed project, existing storm
drains in the vicinity of the project and new storm drains. 30" and larger proposed for the project.
A table showing land use categories and acreage, C -factors and 100 year storm volume (in
acre-feet) shall be provided.
PrnjPct Master Plan StaaP (detailed rilan far entire pnrcpt[dPVPtnpmpnt]
Prior to preparation of improvement plans for the first phase, a storm drain master plan for the
entire project shall be provided for approval by the City Engineer.
The preliminary design submittal shall Include the following items:
• A plan, 1' = 100' scale. showing the proposed system, preliminary pipe sizes,
tributary subareas, existing and future tributary areas outside the project limits.
zoning. projected land use, and any features affecting the system. •
• Hydrology and hydraulic calculations together with assumptions. charts. tables,
references and methods used. A calculation sheet is provided in the Appendix which
may be reproduced by the consulting engineer.
• A plan, preferably 1 = 100' scale, showing proposed street system, existing and
proposed drainage system, tributary sub -areas (including offsite drainage), and peak
flow in all pipes.
• A plan showing the hydraulic grade line (HGL), the proposed storm drain including
slopes and sizes and top of curb In profile. Elevations should be shown at all
changes in slope of the HGL. proposed storm drain and top of curb.
• Where the design includes additional tributary areas outside the project as required
by the City and the developer wishes to obtain reimbursement for oversize pipes. the
Engineer shall submit additional calculations and design for the project only In order
:o estimate the reimbursable portion.
22
fi
)mprove.ment Play Stacie (specific- imprnvEment plans for pnrtinn hPin0 develnperf)
Improvement pians shall include the information listed in §5.200 and Appendix A-1.
3.200 Design Flow
The Rational Method (Q = CiA) shall be used to determine runoff flow (CI) for areas less than 160 acres.
Larger areas rec?uire special consideration and should be discussed with the City Engineer prior to
410 design.
Minimum values for the coefficient of runoff (C) and time of concentration are as follows:
Land UsQ C Factor T; (minutes)
Parks 0.20 30
R-1 and R-2 (Residential) 0.40 25
R -GA, R -MD and R -HD (Apartments) 0.50 20
Schools and Churches 0.50 20
Commercial 0.80 10
Industrial 0.90 10
a!
Surface
Pavement 0.95
Roofs 0.80
Compacted earth (no gravel) 0.75
Lawn & Open Area 0.20
Where a specific project is proposed, a composite C factor may be determined based on a weighted
average of the surface C factors.
Values for rainfall Intensity (i) for corresponding time of concentration shall be taken from Standard Plan
606 or computed from the formula shown.
The area (A) shall be the tributary drainage area in acres.
Preliminary estimates of detention volume (V) tor development plan submittals shall be calculated based
on V (acre-feet) = 0.4CA. (0.4 feet of rain = 100 yr. 48 hr. storm)
3.300 Pipe Design
3.301 Minimum Size
The minimum size for storm drain mains shall be 12 -inch diameter.
All new catch basin laterals shall have a minimum dlame:er of 12 Inches, except where an on-site
service Is connected to the catch basin. In such cases, the lateral shalt be one size larger than the
service.
3.302 Design Depth of Flow (Hydraulic Grede Line)
Manning's formula shall be used to calculate design flow. slope, velocity and pipe diameter
relationships. The friction factor, "n", shall be 0.013 for all types of pipe.
Normally, due to the hydraulic grade line determined by the trunk line or downstream basin,
storm drains are surcharged.
23
The starting hydraulic grade line and assumed flow will be provided by the City at the
downstream master plan line or intervening system if calculations are available. If the proposed
project's flow is 5% or more above the assumed flow, the new calculations shall be extended
downstream until the difference is less than 5% or a basin or pump station is reached.
All storm drains shall be designed for the peak flow entering the catch basin at the point of
concentration and shall have a minimum of 1 foot of freeboard between the top of curb and the
hydraulic grade lino.
Note: The design does not need to check each catch basin. Flows may be calculated at
manholes. However, the following catch basins are to be checked:
• the most upstream catch basin:
• the lowest catch basin;
• catch basins with on-site services;
• other potentially critical catch basins as designated by the City Engineer.
3.303 Slope
Storm drains shall have minimum slopes per the following table:
Size (in.) Mi.iimum Slope (ft/tt)
12 0.0019
15 6.0014
18 0.0011
21 0.0009
24 0.00075
30 0.00055
36 0.00044
42 0.00035
48+ 0.00030
The above slopes are Intended to provide a velocity of 2.0 feet per second when flowing half full
regardless of the slope of the hydraulic grade line. (In the City's surcharged system, velocities
based on the design hydraulic grade line are well below 2 feet per second except In trunk lines.)
Pipes with lower velocities shall use available fall and shall be specifically approved by the City
Engineer.
Maximum velocity shall not exceed 10 feet per second.
Storm drains shall be designed with uniform slope between manholes.
Siphons are not be permitted (See §3.501 regarding separation manholes).
Catch basin laterals shall have a minimum fall of 0.10 foot between the catch basin and manhole.
Desirable fall Is 0.30 foot or more.
3.304 Vertical Alignment
The ntin`nlum cover on main line storm drains shall be 2 feet in residential streets and 21/2 feet in
all other streets. See §5.701 for structural considerations.
A minimum vertical clearance of 3 inches shall be maintained between a wastewater lines and
other underground utilities. Clearances to water mains shall be the same as that for wastewater
lines (52.304; Standard Plan 415)
24
in general, at points of convergence of pipes of various sizes, the top of pipe elevations shall
match, or. when approved by the City Engineer, the maximum difference in flow lines shalt be less
than 4 feet. This does not apply to catch basin laterals.
3.305 Horizontal Alignment
Horizontal alignment of storm drains shall be per the applicable requirements for wastewater
lines (§2.305; Standard Pian 415).
Required clearances to water mains shall be the same as wastewater lines.
Curved storm drains are allowed. However, joint deflections or pipe curvature shalt not exceed
the pipe manufacturer's recommendations. The following table may be used as a conservative
guide. If a shorter radius is desired, the appropriate design information (Le. short pipe lengths,
radius fittin
gs, etc.) shall be shown on the plans.
Minimum Radius of Bending Circle (ft.'
Pipe Size Q;jctile Iron PVC VCP C2M'
12 190 320 200 200
15 n/a 390 260 240
18 n/a n/a n/a 290
21 n/a n/a c/a 340
24 n/a n/a n/a 390
27 n/a n/a n/a 440
30 n/a n/a n/a 480
• Concrete pipe figures assume 6 ft pipe length and 3/8' joint pull; plans should indicate required dimensions
and require manufacturer's certification.
3.306 Pipe Materials
The following standard pipe materials shalt be used for storm drain construction and shall
conform to the appropriate American Society of Testing and Materials (ASTM) and American
Water Works Association (AWWA) specifications (latest revision):
Pipe Material Specification
Concrete pipe
Ductile iron pipe
w/cement lining &
polyethylene encasement*
PVC sewer pipe and fittings'"
Reinforced concrete pipe
Vitrified clay pipe
ASTM C14
ASTM A746
AWWA 0104, std. thickness
AWWA C105
ASTM D3034 SDR 35
ASTM C76
ASTM C700 (extra strength)
• polyethylene encasement may be omitted if a corrosivity soils report provided per Appendix A of AWWA
C105 indicates encasement is not needed.
" PVC pipe is not allowed as a main in commercial and industrial area or in arterial streets.
Cast-tn-place concrete pipe, 30 Incites and larger, may be tr,ed when specifically approved by
the City Engineer. Cast -in-place pipe will not normally ht: permitted in existing streets.
Easement lines shall pass the same leakage tests wastewater lines.
Trench and pipe strength design shall be shown on the plans per §5.700.
25
3.307 Pipe Joints
Storm drain joints shall be designed and installed to minimize infiltration and to prevent the
entrance of roots throughout the life of the system.
Joints for concrete pipe shall be rubber gasketed joints per ASTM C443. Mortar joints shall be
used only when specifically approved by the City Engineer.
Joints for vitrified clay pipe shall conform to ASTM C245. Joints for PVC pipe shall be flexible
elastomeric type conforming to ASTM D3212.
Joining of pipe sections of unlike materials shall be accomplished using approved flexible band
seals. Other joining methods shall not be used unless approved by the City Engineer.
3.400 Services
3.401 General
In general, only one storm drain service is to be provided per parcel served_ Additional services
may be approved by the City Engineer depending on the on-site layout, available mains and land
use/monitoring requirements.
Storm drain services are provided to improve public health and safety and minimize
inconvenience created by on-site drainage running over the sidewalk and in the gutter. Services
carrying process, wash or other wastewater shall be specifically approved by the City Engineer in
conformance with the Lodi Municipal Code.
Parcels over 1 acre (net) shall have an on-site collection system connected to the public system.
Industrial and commercial parcels under 1 acre shall utilize on-site drains or thru-the-curb drains
to minimize drainage over the sidewalk.
It is recommended that roof drains of large buildings (carrying only drainage) be pipe thru-the
curb or connected to an underground system at the property line downstream of any required
monitoring device or trap.
Underground services shall connect to the public system at a manhole or catch basin. A direct tie
may be approved where a suitable on-site access structure is provided and the criteria per
§3.501 are met.
3.402 On-site Design Requirements
For industrial land use and commercial uses involving potential water quality hazards (including.
but not limited to: automotive service, gas stations, and car washes) the following requirements
shall apply:
• All storrn drainage shall be picked up in an on-site drainage system, unless approved
otherwise.
• The on-site drainage system shall be tied to the City's storm drain system, either at
the back of a City catch basin or at a storm drain manhole on the City's system.
• An approved sand and oil trap shall be constructed on new storm dram discharge
lines. The City may also require a sand and oil trap on existing storm drain discharge
lines or through -the -curb drains.
• All sand and oil traps shall be readily accessible and on the street side of all fences
and gates and not in the sidewalk area.
26
3
• No storm drainage will be allowed to flow over the curb, gutter, and sidewalk into the
street. Roof drainage may he tied directly to a "through -the -curb drain" per Standard
Plan 129. Exceptions are driveway approaches and landscaped areas adjacent to
sidewalks.
• With approval from the City Engineer, smaller industrial parcels may be allowed to
drain through the curb face. This approval shall depend upon existing street
conditions, the location of City storm drain facilities, and the size and use of the
parcel. Onsite drainage must still flow through a sand and oil trap.
Also. see §5.603 regarding erosion control.
3.500 Manholes and Miscellaneous Structures
3.501 Manholes
Manhoies shall be placed at the intersections of all storm drains including laterals, at all locations
where there is a change in size. change in horizontal or vertical alignment and at the ends of all
permanent lines.
Manhole spacing shall conform to the following limits:
Diameter
12" to 30"
33" to 54"
60" and over
Maximum Spacing
500 feet
750 feet
1000 feet
Manholes will not be required at laterals where all the following conditions are met:
• maximum size of catch basin lateral is 15 inches, and;
• the main storm drain has a diameter of 48 inches or larger, and;
• the maximum top of curb to invert depth at the catch basin is 4 feet, and;
• no other existing or future manhole is within 100 feet along the main storm drain
centerline, and;
• connection is made in conformance with Standard Plan 305.
24" diameter risers may be used in lieu of standard 48" manholes where the depth to the invert is
less than 42 inches. Where the main is over 42 inches in diameter or where large pipes intersect
such that a standard 48" manhole is not practical, a special design, usually using standard,
prefabricated sections, shall be shown on the plans. On cast -in-place pipe, saddle manholes per
Standard Plan 302 may be used.
Manholes/risers may be required for inspection purposes at the end of stubs exceeding 50 feet in
length.
Special 'separation" manholes may be designed where wastewater and storm lines intersect due
to grade restrictions. Criteria and details are to be approved by the City Engineer an a
case-by-case basis.
3.502 Catch Basins
Side inlet catch basins (SICB) shall be located at all gutter low points and shall be spaced in such
a manner that design storm flows will not encroach into the travel lanes or exceed the curb
height. In addition, at special driveways the depth of flow shall not exceed 3 inches. Standard
Plan 608 provides a Hydraulic Street Capacity Chart for use in determining whether the design
flows encroach into the travel lanes.
27
The total gutter run contributing to any catch basin shall not exceed 1.000 feet. It is desirable to
locate catch basins on the BCR or ECR which will intercept the most runoff and also keep the
main pedestrian crossing as dry as possible.
Drop inlet catch basins may be constructed only in alleys, parking lots or as temporary
installations on unimproved streets where curb and gutter has not yet been installed. In gutters
where a new driveway is being installed that conflicts with an existing side inlet catch basin, upon
approval of the City Engineer, a drop inlet catch basin may be installed as a junction box and the
SICB must be relocated.
3.600 Pump Stations
The only pump stations permitted are those included in the Master Storm Drain system and private,
on-site stations serving single parcels.
Master Storm Drain system stations shall be custom designed for the particular project.
Private systems shall be designed according to the applicable Building, Plumbing, Mechanical and
Electrical Codes adopted by the City.
3.700 Detention Basins
3.701 General Requirements
The Master Storm Drain system is based on the use of Targe, publicly owned and maintained
detention basins in order to meet discharge flow limitations to downstream facilities or receiving
waters. Privately owned and maintained drainage basins are prohibited except in the following
circumstances:
• temporary facilities approved by the City Council, in which the design is panned for
ultimate connection to the City system;
• permanent facilities specifically approved by the City Council;
• facilities in existence at the time of annexation until the property is developed or
otherwise improved and falls under City development requirements.
3.702 Temporary Basins
Basins,Servina Sinale Parcels
If approved. temporary basins on private property to serve single. one -ownership parcels shall be
designed with the following criteria:
• A 48-hour, 10 -year storm total rainfall of 3.3 inches shad be used if a reasonable
outlet is provided. If no disposal other than evaporation, percolation or irrigation is
provided, a 48-hour, 100 -year storm, total rainfall of 4.8 inches, shall be used.
• The maximum water surface of the basin shall be 1 foot below the elevation of the top
of curb at the lowest catch basin inlet within the tributary area and a maximum of 1
foot above the design hydraulic grade tine at the basin.
• Fencing shall be provided around all basins greater than 3 feet in depth.
• Adequate all-weather access shall be provided.
• The tributary drainage system shall be designed to connect to the City's future storm
drainage system.
• Any additional requirements placed as a condition of approval shall be incorporated
into the design.
28
0
f
a
.;
Basins Serving Multiple Parcel
For temporary basins serving multiple parcels, the following criteria should be considered in its
design. The final design shall be as approved by the City Engineer in accordance with City
Council requirements of approval.
• The area cannot be reasonably served by a public storm drainage system.
• The Developer shall pay the City for maintaining and operating the storm water
drainage system and appurtenances.
• The basin may be deeded to the City as long as the area is used as a ponding basin.
When the City of Lodi storm drain system is expanded to serve the area, the parcel of
land reverts back to the developer's ownership and shall be restored back to original
condition by the owner.
• A minimum 10 -foot wide access road shall be provided around.the basin.
• The maximum side slope shall be 6:1.
• Six-foot chain link fencing with redwood lath filler shall be provided around the basin
with double 8 -foot vehicle gates and one 3 -foot personnel gate.
• The basin shall store a 10 -year, 48-hour storm (3.3 inches) for the service area.
• Facilities shall be provided to enable the basin to be pumped or drained into a public
permanent system within a 48-hour period. The pump station shail have 50% standby
and a minimum of 2 pumps.
• The maximum design water surface of the basin shall be a minimum of 1 foot below
the elevation at the top of curb of the lowest catch basin inlet within the tributary area
and a maximum of 1 foot above the design hydraulic grade line at the basin.
• The tributary drainage system shall be designed to connect to the City's future storm
drainage system.
3.703 Permanent Basins
Permanent basins, including fencing and other details, shall be specifically designed to the site,
using the above criteria for basins serving multiple parcels except that a 48-hour, 100 -year storm,
4.8 inches total rainfall, shall be used. The desi!;n shall be compatible with the Storm Drain
Master Plan. The following table summarizes ; rydrauiic design criteria for the basins:
Elevation of:
Drainaoe ArealBasin Maximum Water Surface Design Hydraulic Grade Line
A-1 Kofu Park 37.0
A-2 Beckman Park 33.0
B-1 'linewood Park 35.0
B-2 Glaves Park 36.0
C Pixley Park 47.0
D Salas Park 39.2
E Westgate Park 34.5
F (future) 27.0
G DeBenedetti Park 27.0
H (drains to Mokelumne River, see below)
1 (future) 23.0
36.0
32.0
34.0
35.0
46.0
38.2
33.5
26.0
26.0
22.0
Existing outfalls for areas tributary to the Mokelumne River have been designed under various
standards. Recently installed outfalls have been designed on the basis of a River hydraulic grade
line one foot below the 100 year flood elevation. However, since the design and installation of
these outfalls, newer FEMA flood studies have raised this flood elevation. Since no new outfalls
are contemplated under the Storm Drain Master Plan, new standards have not been developed.
Hydraulic design criteria for new storm drains lines in the H area shall be determined on a case
by case basis by the City Engineer.
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SECTION 4 - Water
4.100 General
4.101 Scope
These standards apply to all public water facilities designed for installation within a public
right-of-way or PUE in the City and are limited to mains and services 12 inches or less in
diameter. Standards and requirements for larger sizes will be determined try the City Engineer as
needed. In residential developments, on-site mains and hydrants for fire protection shall be
public. Other on-site facilities, unless specifically noted in these Standards or as required as part
of project approval, shall be private and shall be designed and constructed in accordance with
the provisions of the Uniform Plumbing Code, as adopted by the City. (See §4.401 re services)
Water lines shall be designed in accordance with acceptable engineering principles, California
OSHA Standards (legal min.), and California Department of Health Services Regulations, Title 22,
Chapter 16, California Waterworks Standards (legal min.), and shall conform to City Standards.
4.102 Submittals
The requirements listed below are based on projects subject to the City's Growth Management
Plan. Developers and design engineers of projects not subject to the Plan should consult with
the City Engineer to determine applicable and appropriate timing of submittals.
•.iI-1 • .i •• . • I/ .. . .1 • '. • I.
Ifdevelnnmntl
Development plan submittals shall include a map showing the proposed project, existing wells,
existing water mains in the vicinity of the project and new mains, 10" and larger proposed for the
project.
A table showing land use categories and acreage, average and peak hour flows and maximum
day plus estimated fire flow shall be provided. (all flows in gpm, except average in mgd)
Ern'
,,. .. .•- • . .. . . •I • .. • .- • ••u 1
Prior to preparation of improvement plans for the first phase, a water master plan for the entire
project shall be submitted for approval by the City Engineer. The plan shall show size and
location of all proposed mains.
Flow and pressure calculations are required for commercial, industrial and medium and high
density residential developments. Calculations will not normally be required for low density
residential developments unless there is a question regarding the need for looping.
Where the design required by the City includes capacity above that needed to serve the
development and the developer wishes to obtain reimbursement for oversize pipes, the Engineer
shall submit calculations and design for the project only in order to estimate the reimbursable
portion.
Imoromement Pian Stare sneecificiroprovement plans_for_portion heino d pedl
Improvement plans shall include the information listed in §5.200 and Appendix A-1.
See §5.200 regarding timing of well abandonments and improvement pian approval.
30
4.200 Design Flow
Unless City of Lodi metered information or data from other agencies is provided or required. the
following water demands shall be used:
Peaking Factors
Land Use Unit Demand Max. Day Max. Hour
Residential 285 gpcd 2.24 3.28
Commercial/Office 2750 gpad 2.24 3.28
Industrial 2200 gpad 2.24 3.28
gpcd = gallons per capita per day
gpad = gallons per acre per day
Per capita and density figures per §2.200 shall be used unless specific project information is available.
Fire flow for specific projects shall be as provided by the Fire Marshal. For preliminary studies, the
highest applicable case of the following fire flow shall be used:
Land Use
Low Density Residential
Medium & High Density Residential
Commercial & Industrial
4.300 Pipe Design
4.301 Minimum Size
Fire Flow
2000 gpm
3000 gpm
4000 gpm
The minimum size pipe used for new water mains shall be per the following table:
Location/adjacent land use Size (inch
As shown in Water Master Plan 10, 12 as indicated
Commercial & Industrial 8
School, other Public Use 8
High Density Residential 8
Low & Medium Density Residential 6
Unsupported looped length exceeding 800 ft. 8
Residential dead-end with no fire hydrant 4
Larger sizes may be required based on required fire flow or service demand.
Permanent dead-end runs shall be no longer than 250 feet unless specifically approved by the
City Engineer. Eight -inch mains shall be used on dead-end runs which serve fire hydrants.
Reasonable looping of water mains will be required; the maximum unsupported length of a main
is 1300 ft..
The following table may be used as a guide for maximum length (ft) of dead-end mains:
Pipe Required Fire Flow (gpm)
Diameter 2004 3000 5000
6' lateral 100 N/A N/A
8" 600 275 N/A
10" 1800 850 325
12" 5000 2400 900
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4.302 Design Pressure
The system shall be designed to maintain a minimum residual pressure of 20 psi at the service
point or fire hydrant under the worst case of either:
• maximum day flaws plus fire flow, or;
• peak hour flow.
Calculations for individual developments may assume 4000 gpm at 45 psi is available at the
point of connection to an 8" or larger. looped line. Other circumstances will require a special
determination by the City Engineer.
The Hazen -Williams formula should be used to calculate design flow, pressure loss, velocity and
pipe diameter relationships. The coefficient of friction, "C", shall be 110 for pipes 6" and smaller,
120 for 8" and 10". and 130 for 12" and larger pipes unless toss at fittings is calculated separately
using equivalent length or other approved methods. In such cases. a "C" of 130 may be used.
4.303 Slope
There are no slope requirements for water mains. However, inverts and pipe slopes shall be
shown on the profile plans as required in the Appendix.
Alf high points within the system shall be located at fire hydrants or permanent blow -offs.
4.304 Vertical Alignment
The minimum cover on water mains shall be 3 feet. Water main depth should be kept below 5-±
feet.
When crossing a wastewater or storm line, it is desirable that the water main be installed above
with a clearance of 12 inches. The minimum vertical clearance per Standard Plan 415 shall be
maintained.
4.305 Horizontal Alignment
Water mains shall be installed within street rights of way unless an easement installation is
specifically approved by the City Engineer. Alignment shall be parallel to the street centerline
wherever possible.
Parallel lines on each side of the street may be required on major arterials or other .ocations
where crossings are determined inappropriate by the City Engineer.
The horizontal alignment of water lines in new streets, easements and private streets shall be as
shown on the appropriate City of Lodi Standard Plan. In existing streets and other special cases
(such as looped streets in which the utilities may be located concentrically to avoid crossings).
the alignment may vary from the Standard Plans, but in no case shall there be less than 10 feet
horizontal clearance to a wastewater, storm or industrial waste line, except as specifically
approved try the City Engineer in accordance with State Department of Health Services policies.
When limited right-of-way or other controls are present reduced clearances per Standard Plan
415 may be approved by the City Engineer.
Curved water mains are allowed however, joint deflections or pipe curvature shall not exceed the
pipe manufacturer's recommendations. The table in 52.305 may be used as a conservative
guide. If a shorter radius is desired. the appropriate design information (i.e. short pipe lengths,
radius fittings. etc.) shall be shown on the plans.
32
4.306 Pipe
The following standard pipe materials shall be used for water main construction and shall
conform to the appropriate American Water Works Association standards (latest revision):
Pine Material Standard
Asbestos -Cement AWWA C400, Class 150 minimum
Ductile Iron AWWA C151
w/cement mortar lining & seal (std. thickness) AWWA C104
polyethylene encasement* AWWA C105
PVC (iron pipe O.D.)** AWWA C900, DR 18 (Class 150)
minimum
• polyethylene encasement may be omitted if a corrosivity soils report provided per Appendix A of AWWA
C105 indicates encasement is not needed.
•• PVC mains are not allowed in industrial and commercial areas if tire services are not installed at the time of
main installation due to problems with hot -tapping installed rnains. It is recommended that 8" combination
hydrant/fire service taps be installed with the mains due to Fire Code requirements for sprinklers on
commercial and industrial buildings.
Trench and pipe strength design shall be shown on the plans per §5.700.
4.307 Joints
Joints in water mains shall match the type of pipe being used, except:
• Solvent welded PVC is not allowed;
• Mechanical joints are only allowed at fittings;
• Cast-iron repair/adapter couplings may be used where approved by the City
Engineer.
4.400 Services
4.401 General
One Leri ce allowed per parcel being served with the following general exceptions as
specifically approved by the City Engineer:
• in residential developments with on-site public mains, one standard service per
dwelling unit may be provided;
• in large parcels with separate buildings, one standard service per building may be
provided (individual shut -offs per unit are required)
Due to the variety of building and stain configurations and backflow requirements, the above
requirements/exceptions are not specific. Details of each project shall be specifically approved
by the City Engineer.
All commercial and industrial water services shall be metered. Residential services shall be
metered in accordance with City Policies.
4.402 Domestic Service
The minimum size service is 1 inch per Standard Plan 403. Larger diameter services shall be per
Standard Plan 406 (1Y"& 2") and Standard Plan 407 (4" & larger). Size of services is to be
determined by the design engineer for the parcel/land use being served subject to minimums
contained in City Standards.
33
Backflow devices shall be provided on services as required by the Lodi Municipal Code and shall
conform to the appropriate Standard Plan. Sufficient space shall be provided between the
service box and the first downstream tee or cross to allow future addition of a backflow device.
4.403 Fire Service
Private on-site fire protection systems include hydrants and building sprinkler systems installed
per the requirements of the City Building and Fire Codes. Fire and domestic systems shall be
kept separate on-site, downstream of the service box and shall be valved such that either system
can be shut -down without affecting the other. These Standards cover requirements imposed by
the Public Works Department in its role as a water utility, mainly in the area of backflow and cross
connection prevention as required by State law. In addition, the City Fire Department requires
that the minimum design requirements and construction specifications for public water mains
and fire hydrants be applied to private en -site fire protection systems.
Backflow requirements vary depending on the type of on-site system and the degree of hazard to
the public system. Standard ciassification of on-site systems is as follows:
Class 1- Direct connections from domestic water mains only; no pumps or reservoir; no physical
connections to other water supplies; no anti -freeze or other additives of any kind; and all
sprinkler drains discharge to atmosphere.
No backflow device required,
Class 11- Same as Class I, except that booster pumps are installed in the service lines from the
public main. (An approved pressure sustaining valve is required on booster systems.) A
connection for a fire pumper truck (Fire Dept. Connection or FDC) may be provided. The Fire
Dept. shall not introduce any additives nor draft from outside water sources.
No backflow device required,
Class Itt - Direct connection to public water main, with on-site storage or pressure tanks. All
storage facilities must only be filled by or connected to the public water supply, and the water in
these facilities must be maintained in a potable condition.
Double Check Valve AYsernbty (DC) required.
Class IV - Directly supplied from public mains similar to Classes 1 & 11, with an unapproved
auxiliary water supply on or available to the premises, or a Fire Dept. connection for trucks with
additives or an outside supply.
Reduced Pressure Principle Assembly (RP) required.
Class V - Directly supplied from public mains and interconnected with unapproved auxiliary
supplies, such as: pumps taking suction from reservoirs exposed to contamination, or from
rivers, ponds. wells, or other industrial water systems; or systems where antifreeze or other
additives are used.
Reduced Pressure Princinle Assembly required,
Class VI - Systems supplied from both an industrial water system (private system) and the public
system, with or without gravity storage or pump suction tasks.
Special Determination required,
34
Typical types of on-site systems and the backfiow requirements are described below:
. Domestic Service
(typ)
I DS.
_Detector Check
i,4.Lt'
'4+4❑ 3
flick
.16
Rtw ''__Backflow Device (typ)
D.S.
E
pk-+4
Backflow Device Required for Class:
System 1 II III IV V VI
Hydrants only; None*None* N/A N/A N/A N/A
no sprinklers
or other supply
Sprinklers only; None*None* N/A N/A RP N/A
no FDC or other
supply
Sprinklers and: None*None* DC DC RP S.D
hydrants w/FDC
More than one DC* DC* DC RP RP S.D
S. connection to
City system
43-04
I
• S.D. = Special Determination
(Domestic service valves not shown)
* State iaw prohibits backflow devices on Class 1 or 11 fire systems. Interpretation by the State Fire
Marshall allow backflow devices where "special conditions" exist. These special conditions include:
• Underground fire lines with less than 10 ft parallel clearance to wastewater lines or
other pipelines carrying toxic materials.
• Water for one site is (or could easily be) looped to the public system .
• Occupancy involves use, storage or handling of type and quantities of materials in a
manner which could present a significant health hazard to the domestic supply.
• Premises having usually complex piping systems which already necessitate a
backflow device on the domestic service.
35
Additional Public Works Dept. requirements are:
• Backflow devices shall be approved by the City Engineer (USC Foundation for Cross
Connection Control listing required) and the Fire Marshal (UL or FM listing required).
• Detector checks (i.e., bypass meter to detect unauthorized use) are required on
building sprinkler systems; not on hydrant systems.
• Domestic service may be taken from fire service lateral outside the R/W and shah be
kept completely separated from the on-site fire system.
• An approved pressure sustaining valve is required on all booster pump installations.
• An Encroachment Permit is required for any work or facility to be !ocated in the
right-of-way.
• Piping adjacent wastewater lines or other 'special conditions" described above may
require backflow devices on Class I and II systems or higher degrees of protection on
other Class systems.
Fire Dept. requirements that are related to Public Works standards and specifications include the
following:
• Sufficient on-site valves shall be provided to isolate individual hydrants and any
sprinkler system.
• The location of alt on-site facilities shall be approved by the Fire Marshal.
• Outside stem & yoke (OS&Y) or other approved Indicator valves are required on
building sprinkler and other above ground valves
• Fire hydrants, mains. valves and backflow devices shall be installed in accordance
with City of Lodi Public Works Construction Specifications and Standard Plans.
The above requirements are general minimums and may be increased for unusual or other high
hazard conditions. Owners may install devices providing a higher degree of protection, such as
an air gap separation system (AG) in place of an RP device.
4.500 Valves, Fire Hydrants and Miscellaneous Appurtenances
4.501 Valves
Valves on mains shalt be spaced and located in conformance with the following criteria:
• 400 -foot maximum spacing in commercial, industrial and public use or otner high
value areas.
• 600 -foot maximum spacing in residential areas.
• Water mains shall be valved on each side of railroad. freeway and canal right-of-way
crossings. (These valves shall be located outside of the right-of-way being crossed
unless easy access is provided.)
• At "tees", valves are required r.s follows:
O 2 valves where one leg is less than 8 inches, with one of the valves being on
the smaller leg.
O 3 valves where all legs are 8 inches or larger.
• At "crosses", valves are required as follows:
O 3 valves where one or more legs is less than 8 inches with valves on each of
the smaller legs.
O 4 valves where all legs are 3 inches or larger.
• At ends of mains or on stubs such that future extensions will not Interrupt service.
• No closer than 15 feet from a blow oft.
The above valve spacing requirements assume small lot sizes and numerous connections and
may be reduced where there are a minimal number of connections in-between valves.
36
4.502 Fire Hydrants
Fire hydrants shall be designed and installed per Standard Plan 401. Where the main is located
within 15 feet of the hydrant location, the valve on the hydrant lateral shall be located at least 5
feet offset from the hydrant station and the lateral installed with a 90 elbow. (ie. no short.
straight hydrant laterals.)
Fire hydrants shall be supplied from the largest available main.
Fire hydrants shall be fed from 2 directions unless specifically approved by the City Engineer and
Fire Marshal.
Public fire hydrant spacing and distribution shalt be determined as follows:
• At 300 feet spacing in high density, commercial, industrial zoning or high-value
areas;
• At 500 feet spacing in low density residential areas;
• On arterials, me above spacing shall apply to both sides of the street;
• A fire hydrant shall be located within 200 feet of the radius point of all cul-de-sacs;
• On -street hydrant spacing may be reduced at reverse frontage locations or in
coordination with on-site hydrants as approved by the Fire Marshal.
On-site private hydrants shall be located by the Fire Marshal.
4.503 Blow -offs and Temporary Connections
Blow -offs per Standard Plan 404 shall be located at the ends of all permanent dead-end mains.
Temporary blow -offs per Standard Plan 409 shall be located at the ends all dead-end mains
planned for future extension and 4 inch and larger services per the appropriate Standard Plan.
The design of new mains shall include determination of the location and type (with or without
meter/backflow assembly) of temporary connections per Standard Plan 409. The
meter/backflow assembly shall be located to provide optimal flow for main flushing and to
minimize disruption of public traffic upon device removal. The meter/backflow assembly is not
required on new systems with less than 150 feet of 6 inch or larger pipe.
4.504 Thrust Blocks
Water main thrust shalt be taken into account is designs. At locations planned for extension,
flanged fittings may be required.
to areas with unstable soils, a special design for thrust blocks is required and shall be shown on
the plans; Standard Plan 405 is sufficient in other areas.
37
Section 5 - Miscellaneous Requirements
5.100 Maps and Easements
5.101 Maps
Final Maps and Parcel Maps shall be prepared in conformance with State laws and City
ordinances. Applicable certificates and statements shall conform to the appropriate Standard
Plan. Final Maps shall be submitted to the County Surveyor for checking prior to filing with the
City Engineer. Parcel Maps shall be submitted directly to the City Engineer for checking and
processing.
Records of Survey shatl be prepared in conformance with State laws and shall be submitted to
the County Surveyor for checking and processing.
In order to expedite the review process, the City will accept maps to check easements and other
City requirements prior to completion of the County technical review. initial submittals shall
consist of three copies of the map. Legal descriptions and title reports may also be required on
the initial submittal. (Note, these Standards do not include all the applicable map and
subdivision processing requirements, ie: improvement security. insurance, agreements, etc.)
Survey monuments shall be provided at all new lots/subdivisions per the following:
Location Required Monument
Rear or Interior Lot Corner
Front (street) Lot Corner
Street Right -of -Way
Street Centerline
Subdivision Boundary
5/8" dia. x 24" lg. iron rod at corner or offset if corner is obstructed.
5/8" dia. x 24" lg. iron rod at corner or chiseled cross in concrete
offset from corner (show detail on map).
3/4" dia. x 30" tg. iron rod with surveyor's mark at angle points and
points of tangency.
3/4" dia. x 30" tg. iron rod with surveyor's mark in City Standard
monument box at:
(a) intersections of new and existing streets;
(b) end of cul-de-sac;
(c) points of tangency except where line of sight from other
monument exists within the Right -of -Way (the intent is to
reduce the number of closely spaced monuments);
(d) elsewhere. where line of sight is not practical due to length
of curve or other obstruction.
3/4" dia. x 30" lg. iron with surveyor's mark at corners.
No monument is required at the intersection of street
centerline and subdivision boundary.
The above are minimum requirements and are not intended to restrict or otherwise interfere with
the judgement of Professional Engineers and Licensed Land Surveyors.
5.102 Easements
Public utility easements shall be shown on maps as required in these Standards and as part of
development approval. If no map is involved or where specifically approved by the City Engineer.
the easement may be granted by separate deed.
38
The width of all public utility easements shall be shall be as determined by the appropriate utility.
For wastewater, storm and water lines, the minimum width is 8 feet. Additional width will be
required for;
• lines larger than 15 inches:
• lines deeper than 5 feet;
• locations where the easement is not entirely on one lot:
• locations where multiple lines are installed within the easement.
Appropriate easements and temporary construction easements and/or limitations and
conditions shall be shown on the plans. Particular attention should be given to trench
excavations and existing trees and improvements to remain and future building foundations.
5.200 Improvement Plans and Specifications
All public improvements shall be shown on plans prepared by or under the direction of a Registered Civil
Engineer except for minor work done under an Encroachment Permit or other circumstances approved
by the City Engineer. Privately owned improvements may be shown for information, and in some cases,
may be required to be shown to avoid conflicts. Distinction between public and private improvements
shall be clearly indicated.
The design engineer shall contact electric, telephone, gas, cable TV 4nd any other applicable agencies
for locations of existing utilities which shall be shown on the plans. Plans for existing underground City
water, wastewater, storm and traffic facilities shall be obtained from the office of the City Engineer. The
design engineer shall field verify location and elevation of any existing facility affecting the Design of the
new improvements.
Plans shall be drawn on ANSI D (22" x 34") size vellum or mylar with City Standard title blocks per the
Standard Plans. (The City will furnish preprinted vellum or AutoCAD tile upon request.) Sheet titles and
drawing numbers will be assigned by City staff.
The Appendix contains additional information and requirements for improvement plans including:
• General Notes - required on plans:
• Bid Item Order - for improvement security estimate;
• Plan Submittal Checklist - Indicates required items on plans which must be filled out and
signed by the Engineer upon submittal of improvement plans;
• Wastewater flow calculation sheet (an Excelo spreadsheet file is available);
• Storm drainage calculation sheet (an Excel* spreadsheet file is available).
Since the plans will refer to City Construction Specifications, it is not required that the design engineer
prepare additional specifications. However, in cases where the work is not adequately covered by the
City Specifications, the plans shall provide the additional information necessary. If separate
specifications are prepared, they shall be submitted for review and approval.
The plans shall identify required contractor submittals. These include:
• Asphalt mix design;
• Pipe materials and trench section to be used (when alternatives are allowed);
• Other agency rights -of -entry (list):
• Electrical and mechanical equipment;
• Any other item of work where alternatives are allowed or the Contractor wishes to do the work
in a fashion other than as shown on the plans or as required by the City.
39
The design engineer is responsible for the design and accuracy of the plans. The City check and
approval does not relieve the owner/developer from changed or unforeseen conditions, errors contained
in the plans or from complying with City, State, Federal or other agency requirements that may be
determined to apply during the course of construction. in addition, owner/developer shall comply with
any changes required by the City Engineer during the course of work that are necessary or required to
complete the work in conformance with City Standards.
Rights-of-way, PUE's and construction easements shall be shown on the plans. The developer/owner is
responsible for obtaining such rights-of-way and easements subject to the provisions of §66462.5 of the
Subdivision Map Act. For work in the right-of-way of other agencies, the design engineer/owner shall
obtain the permit or furnish the necessary information in order for the City to make the application if so
required by the agency. The appropriate permit conditions shaii be included in the design. The plans
shall include a requirement that the Contractor obtain a right -of -entry from the agency under the terms of
the permit.
Required utility relocations shall be shown or referenced on the plans as appropriate. Notes requiring
the Contractor to arrange for utility relocations are discouraged since this generally delays the project.
Items to be salvaged and either reused or delivered to the City shall be clearly identified on the plans.
Generally, any reusable sign. casting, metal barricade, or other item determined by the City Engineer
shall be salvaged and delivered to the City per the Construction Specifications unless they are approved
for reuse in the project.
omoleted San Joaquin County well and septic tank abandonment permits shall be submitted prior to
City approval of the plans and/or map. This requirement may deferred upon specific approval of the City
Engineer if the faciiities are in use and are needed during construction.
The plans shall include a requirement for project/job-site signing on projects over 2 acres is size or as
required by the City Engineer on projects involving significant disruption of roadways. The sign shall
include the names and telephone numbers of the contractor, project engineer/manager and
developer/owner.
It is recommended that a pre -construction conference be conducted on all but minor projects. A City
representative(s) will attend and the City will provide a meeting room upon request.
5.300 As -built Plans and Certifications
The developer's engineer shall submit the following certifications, plans and other information prior to
acceptance of the project:
• Certification that all monuments have been set as shown on the Final Map or Parcel Map;
• Certification that all public wastewater, storm and water lines located in public utility
easements were placed within the limits of the easement as shown on the plans;
• Survey notes from a leveling survey of all benchmarks placed within the project. The survey
shall start and close oai the benchmark used In the design of the subdivision and shall close
within 0.02 feet;
• As -built plans showing elevations of utilities and top of curb at all locations desioned for future
extension:
In addition, where construction problems or other indications exist that improvements are not located
within the right-of-way as shown on the plans, the City Engineer may require a topographic or other
survey.
The above certifications shall consist of a City Engineer approved letter, map, or other form, signed and
stamped by the responsible Registered Civil Engineer or Licensed Land Surveyor, as appropriate.
40
5.400 Traffic Control
Applicable traffic control requirements shall be included in all plans. References to City and State of
California Department of Transportation (Caltrans) specifications and standards are acceptable where
the work is primarily not located with the travelled way of existing streets.
Street and lane closures will require specific details to be shown on the plans. Such details may include
restrictions on the time of day and duration of work.
5.500 Soils Reports
Soils reports shall be provided for all improvements related to Final Subdivision Maps and may be
required for other projects depending on the nature of the project and its location. The report shall
include the following as applicable:
• Location map showing test locations and street layout;
• Statement regarding presence of critically expansive soils or other adverse soil conditions.
which if not corrected, would lead to structural defects. Additional analytical work may be
required depending on the initial findings;
• R -values per Caltrans test method 301; one test per 600 ± feet of street or at locations of
visible changes in material, with a statement that the depth of the sample is consistent with
final subgrade depth based on the grading plan; -
• Optimum moisture and try density per Caltrans Methods 216 and 226 at each R -value test
location;
• Soil corrosivity tests as appropriate where buried steel structures are proposed (such as lift
stations) or per Appendix A of AWWA C104 where use of ductile iron pipe is proposed;
• Trench design values and recommendations (see §5.701);
• Applicable information required per Chapter 70 of the Uniform Building Code;
• Grading recommendations and specifications if more restrictive than these Standards.
The soils report shall be signed by a Registered Geotechnical Engineer and referenced on the plans and
Map (if any) and appropriate measures incorporated into the design.
5.600 Grading and Earthwork
5.601 Grading Plans
Grading plans shall show existing and proposed contours (e 0.5 foot maximum intervals)
including sufficient information on adjacent property and improvements to review the adequacy
of the design. A summary of earthwork calculations shall be provided upon request.
The design shall comply with the appropriate street cross section, vertical alignment, minimum
top of curb grade and driveway slope standards described in §1.300 and §1.410. As required by
the Community Development Department, on-site low points (drop inlet catch basins) shall be a
minimum of 6 inches above the calculated hydraulic grade line or the design maximum water
surface of the Master Plan Storm Drainage Basin to which the project is tributary, whichever is
higher. (See §3.703 for these elevations.)
Concrete, concrete block or other approved permanent retaining walls/curbs shall be provided
where the difference in grade at the property line exceeds 6 inches. At a minimum, cut and fill
requirernents of the Uniform Building Code, Chapter 70 shall apply.
41
5.602 Dust Control
Dust control measures shall be addressed on the plans. The owner/developer is responsible for
dust control throughout the project. Whi!e specific, detailed requirements have not been
developed as part of these Standards, the San Joaquin County Air Pollution Control District
(ARCO) is in the process of developing dust control regulations which may apply to public and
private improvement projects and may be implemented without formal changes to these
Standards.
5.603 Erosion Control
Erosion control measures shall be addressed on the plans. The owner/developer is responsible
for eresion control throughout the project. Existing streets adjacent to the project shall be kept
clean. Measures such as construction vehicle access control, temporary berms/sandbags,
material stockpile locations, sweeping schedules or other measures shalt be shown on the plans.
Specific performance requirements have not been developed as part of these Standards,
however the Environmental Protection Agency (EPA) and the APCD are developing regulations
which may apply to public and private improvement projects and may be implemer.ted without
formal changes to these Design Standards.
Dirt and construction debris shall be kept out of existing utility lines by plugging new
connections until the new lines are cleaned. Appropriate notes and details shall be shown on the
plans.
5.700 Trench and Pipe Strength Design
5.701 General
The design engineer shall coordinate the design of the trench and pipe strength with the soils
investigation and the type of pipe materials proposed for the project. The design engineer may
limit the number of materials for the project. Options for pipe materials and/or embedment
materials may be provided, however, the pla: is shall clearly require the Contractor to make tim y
submittals on proposed materials and installation methods.
The Standard Plans for pipe material/class and embedment conditions may be referenced on the
improvement plans when appropriate based on the soils report, depth of burial and other
conditions. However, these Plans are very conservative in their assumptions; the design engineer
may wish to submit calculations supporting Tess restrictive designs. (Most of the references cites
show designs with significantly lower compaction requirements. These are not appropriate in
streets or other areas where settlement is detrimental.) Supplementary details shall be provided
on the plans as needed.
These Standards do not address construction equipment loads or compaction effort that may
damage the pipe. The design engineer should review the soils report carefully for presence of
material that will be difficult to compact and should consider specifying imported material in
such cases. For shallow installations, specifying installation of pipe after street compaction is
obtained should he considered.
The Standard Plans referenced below include the following assumptions:
• no control on maximum trench width (le embankment soil toad conditions);
• backfill weight - 130 Ib/ft}
• 11-20 tratfic loading;
• impact load factor per the following table:
42
Impact Load Factor
Death of Cover (ft.)
Pipe Dia (ft.) _a_ 4
1 1.3 1.0 1.0 1.0
2 1.3 1.0 1.0 1.0
3 1.3 1.0 1.0 1.0
4 1.3 1.15 1.0 1.0
5 1.3 1.2 1.1 1.0
The primary references for trench design, in addition to the cited Standards. are "Gravity Sanitary
Sewer Design and Construction" and "Buried Pipe Design`.
5.702 Soils investigation
Prior to design, trench conditions shall be investigated by borings. soundings. or test pits along
the route of the trench. This soils investigation will include, but will, not be limited to, testing to
determine the unconfined compressive strength (ASTM D-2573) or penetration resistance (ASTM
D. 1 586) of the trench soils. Results shall Indicate whether trench conditions are stable or
unstable. A stable trench is a trench that stands without caving or sloughing and has an
unconfined compressive strength (ASTM D-2573) greater than 500 pounds per square foot or a
penetration resistance (ASTM D-1585) greater than 8 blows per foot. All other soils shat! be
considered unstable.
Soils in the pipe zone shall be classified per the Unified Soil Classification System (ASTM D2487)
and per the applicable embedment mate; lal classifications described in the appropriate ASTM
standard for the pipe materials proposed for use in he project.
Where crushed rock pipe embedment is to be used, native soil gradation curves and a filter
design shall be prepared (or filter fabric specified).
5.703 Flexible Pipe
Flexible pipe includes plastic, ductile iron and other pipe materials which will deflect at least 2%
without structural distress. The design initial deflection limit for flexible pipe is 5% except as
noted otherwise. The installation design incorporates superimposed load, soil prism load, soli
stiffness in the pipe zone and pipe stiffness.
Flexible pipe trench sections per Standard Plan 501A are applicable for:
4" (thickness class 51) and 6" thru 14" (thickness class 50) ductile iron pipe;
• 4" thru 15" PVC ASTM 3034, SDR 35 pipe; and,
• 4" thru 14" AWWA C900, Class 150 PVC pipe
without special design. Based on the soils report. the design engineer shall design the pipe
trench section and provide details on the plans or appropriate references to the Standard Plan.
5.703.1 Ductile iron Pipe
Trench and pipe class design for ductile iron gravity sewer pipe shall be per ASTM A746 and City
Standards. Trench and pipe class design for ductile iron pressure pipe for water and force mains
shall be per AWWA C150 and C151. Deflection for cement lined pipe shall be limited to 3%.
Additional design information is contained in the Cast Iron Pipe Research Association Handbook,
manufacturer's literature and other references cited in the Appendix
43
5.703.2 Polyvinyl Chloride (PVC, ASTM D3034)
Trench design for PVC (SDR 35) pipe shall be per ASTM D2321 and City Standards. Additional
design information is contained in the Uni-Belt Handbook of PVC Pipe, manufacturer's literature
and other references cited in the Appendix.
Where the depth of cover is less than 3 feet, a special design is necessary to account for pipe
flexibility and possible pavement damage.
5.703.3 Polyvinyl Chloride (PVC, AWWA C900)
Trench design for PVC C900 pipe shall be per AWWA C900 and Manual M23 and City Standards.
Additional design information is contained in the Ur..i-Bell Handbook of PVC Pipe, manufacturer's
iiterature and other references cited in the Appendix.
5.704 Rigid Pipe
Rigid pipe includes asbestos -cement, concrete, clay and other pipe materials in which deflection
is not considered. The installation design incorporates superimposed load, pipe strength
(usually three -edge bearing strength) and bedding factors. A safety factor of 1.5 is required on
ultimate or crush load rated pipe; a factor of 1.0 is acceptable on 0.01 inch crack load pipe.
Special designs are required for rigid pipe with less than 3 ft. of cover. Appropriate materials and
construction methods, such as special embedment, concrete.encasement or requiring pipe
installation after street compaction, shall be shown on the plans.
Rigid pipe trench sections per Standard Plan 501B & C are applicable for:
• 4" thru 14" AWWA C400 Class 150 asbestos cement pipe;
• 12" thru 30" ASTM C12 & C76 concrete pipe; and,
• 4" thru 30" ASTM C700 extra strength vitrified clay, pipe
pipe without special design. Based on the soils report, the design enoineer shall design the pipe
trench section and provide details on the plans or appropriate references to the Standard Plan.
5.704.1 Asbestos Cement Pipe (AWWA C400)
Trench and pipe class design for asbestos cement water pipe shall be per AWWA C401 and City
Standards. Additional design information is contained in the manufacturer's literature and other
references cited in the Appendix.
5.704.2 Concrete Pipe (ASTM C14. C76)
Trench and pipe class design for concrete pipe shall be per the pipe material ASTM specification,
ASTM C12 and City Standards. Additional design Information is contained in Concrete Pipe
Handbook and Design Manual, manufacturer's literature and other references cited in the
Appendix.
5.704.3 Vitrified Clay Pipe (ASTM C700)
Trench design for extra strength vitrified clay pipe shall be per ASTM C12, C700 and City
Standards. Additional design information is contained in the Clay Pipe Engineering Manual,
manufacturer's literature and other references cited in the Appendix.
44
Appendix
A - 1 improvement Plan Requirements
A - 1.1 General Requirements
After approval of the preliminary design, the design shall be incorporated into public
improvement plans for the project. In general. the plans shall contain the following:
• Key/Title Sheet;
• Grading Plan;
• Civil Plans;
• Traffic Control and/or Striping Plans;
• Structural, mechanical, and electrical drawings for appropriate facilities;
• Specifications for materials and construction procedures for the portions of the
project not already covered in the City Standard Construction specifications;
• Applicable soils investigation data;
• Required submittal list
Sheets may be combined or omitted depending on the size and complexity of the project.
itemized quantity listings (bid items) are not required to be shown on the plans. (See §A - 2
regarding bid items)
A - 1.2 Plan Notes
The following general notes shall be included in all construction plans, modified as indicated for
the particular project. Additional instructions or conditions related to contractual or other
agreements between or among the owner/developer, design engineer and contractor shall be
listed separately under a section titled "Special Conditions". Notes relating to specific portions
of the work or special requirements shall be clearly keyed to the plan and grouped on each sheet
under the heading "Construction Notes". Some typical construction notes are also shown below.
GFNFRAL NOTFR
1. WORK SHALL CONFORM to City of Lodi Public Improvement Design Standards,
Construction Specifications and Standard Pians unless specifically shown otherwise
on these plans.
2. STANDARD PLANS applicable to this project include:
(fist the following and any others that apply) 101, xxx
3. CONSTRUCTION STAKING for curb & gutter, wastewater lines, storm drains, water
lines, street centerlines, paving edges and other public facilities as directed by the
City shall be done by a Registered Civil Engineer or Licensed Land Surveyor.
4. CENTERLINE AND PROPERTY LINE DATA shall be obtained from (list City file
number of final map, parcel map or record of survey as applicable).
5. EXISTING UTILITIES shall be protected. Utility agencies shall be notified and allowed
to mark their utilities in the field at least 48 hours before excavation.
< < < < CALL "USA" (800) 642-2444 > > > >
6. STREET AND LOT ROUGH GRADING shalt be done before underground work.
7. UNDERGROUND UTILITIES in the street and sidewalk area shall be installed before
construction of curb, gutter or sidewalk. These utilities include services, fire hydrant
laterals. street light conduit. electric, gas, cable TV and telephone lines.
8. EXCAVATION SAFETY REQUIREMENTS include submitting a CAL OSHA permit or
letter of notification to the City before commencing excavations over five feet deep.
45
Refer to City Construction Specification §6-19.04 "Excavation Safety' for additional
requirements.
9 ALL TESTING for leakage or overdeflection shall be witnessed by a City inspectoi.
10. BALLING AND CLEANING of storm drain and sanitary sewers shalt be done before
interior video inspection. Utilities shall be kept clean until City acceptance.
11. STREET LIGHT SYSTEM shown on these plans is for reference only. The system shall
be installed according to City Electric Utility Department plans.
12. BENCH MARK MONUMENTS furnished by the City shall be installed at locations
shown or as directed by the City Engineer.
CONSTRUCTION NOTES] xamnles1
1 TV LOGS OF EXISTING MAINS will be prepared by the City of Lodi upon request of
the Contractor prior to construction. Replacement of any underground mains
damaged during construction of this project will be the responsibility of the
Contractor.
2. R -VALUE TESTS shall be taken after grading to verify adequacy of structural section.
Sections shown are based on the R -values shown on the plans and are for bidding
purposes only.
3. A pre -construction conference will be held for this project. The Contractor's job
superintendent (and major subcontractor, if any - identify) shall attend.
4. A project identification sign shall be installed at (describe location or show on plans)
as shown below. The sign shall have (describe color, lettering - 2" high minimum -
and material)
Rolling Glen Subdivision
brought to you by:
Lodi New Age Development
phone 333-3333
being built by:
Lodi Constructors international
phone 333-4444
project design by:
Lodi Engineering
phone 333-5555
A - 1.3 Checklist
Normal plan drafting and miscellaneous requirements are listed below. The list is to be checked
off by the design engineer and submitted with the initial submittal of the plans, except items
noted ` may be added after the first check. Incomplete plans will be returned without
processing. Note that incomplete topography makes it impossible to adequately design and
review improvement planks. City staff field review each project as part of the review process.
Plans not showing existing improvements affecting the design will be returned.
This checklist is not a repeat or a listing of City Standards. The design engineer is stiil
responsible for complying with these Standards in the design and preparation of improvement
plans.
46
Improvement Plan Checklist
General_ alt sheets:
❑ Sheet size and City of Lodi title block conforming to Standard Plan 604
❑ * RCE signature, stamp and expiration date
O North arrow (to top or right as appropriate)
❑ Scale (1" =.20', 1" 40' or as needed for details and sections)
❑ Abbreviations and symbols conforming to Standard Plan 502 & 503
❑ Existing topography (including signs and striping) in project work area, field checked
and accurately shown including the side of the street opposite the work to the curb
(or right-of-way if no curb)
❑ Reference plan drawing numbers shown (ie. "Ref. 88D 124" for improvements from
another project
* Reference to adjacent sheet drawing numbers in the project set (ie. "See 91D090")
Detail drawings as appropriate, particularly if conditions do not fit Standard Plans
Repeated information consistent between sheets
Grades shown consistently in percent or decimal form
* 'USA Call Before You Dig" sticker (City will furnish)
"Construct", "install", "existing" and "future' items consistently noted
* The phrase "work by others" is not tc be used. The appropriate party should be
identified and the limits of such work clearly shown
❑ Distinction between public and private improvements clearly noted.
0000000
KULEttle Ste eii
❑ General Notes per §A - 1.2
❑ Vicinity Map:
o site location with major streets noted
o north arrow
O Key Map (1"=100') with:
o project boundary, street R/W & names
o lot lines and lot numbers
o * sheet drawing # references and limits
7 north arrow & scale
▪ reference bench mark and *ones to be installed
O underground mains and above ground utilities
c, main size and direction -of -flow between manhole
o gutter direction -of -flow arrows and high point marker
c. street light locations
o boundary fencing Location & type
❑ Typical Cross Sections (drawn looking up -station)
o street sections or table w/street name and stationing limits
o pavement structural section including compaction
o street names noted
o back -of -walk to R/W treatment shown
o trench sections or table reference to Standard Plan 501
J Miscellaneous
• table of street segment. design R -value and traffic index
o submittal listing
° "Special Conditions" notes
• dust control provisions
*salvage items identified
47
Gradin4Plan*
❑ Existing and design grades or contours including adjacent property
O Locations of borings, R -value or other tests
O Applicable soils report information
• Septic tank & leach field location and abandonment information
O Well location and abandonment information
❑ Irrigation risers & standpipes, size & direction on pipes: removal notes
O Retaining wall or other grade controi details
O Erosion control details
• Put appropriate information on key or civil sheets if no grading plan
Civil - Strep► Plans
City/County/State R/W boundaries as applicable
Name of Street or Easement shown
Names of intersecting streets and adjacent drawing #'s shown
R/W lines identified
Property lines & lot numbers
Street dimensioned at end of sheet and at transitions
Public utility & sight easements dimensioned
Private & public utilities shown
Existing utility crossings shown (gas. telephone; electrical)
Transition pavement with flares at boundary limits
Street signs at intersections
Centerline survey monuments
Horizontal curve data
Existing poles, signs and structures: any required relocation noted
Stationing shown west to east, south to north. lett to right and bottom to top; no
negative stationing
❑ Basis of stationing from City reference noted
❑ Equations at stationing crossings provided
O Street name at street intersections referenced
❑ Match tines shown, preferably at even stations
O Stationing corresponds with subdivision map data
O Offsets shown perpendicular to base of stationing
O * Streetlights. conduit and transformers per Electric Utility Dept. plans
O Curb. gutter & sidewalk:
o Standard Plan number for curb and gutter noted
o gutter direction -of -flow. high points & low points shown
o vertical to rolled 4 foot curb & gutter transition shown
• pavement strip removal and replacement at toe of gutter dimensioned and
noted
o utility pole clearance dimensioned
o handicap ramps
o asphalt ramps for sidewalk transitions where no sidewalk exists
o gutter pan detail shown if last asphalt concrete lift Is postponed
• commercial. special & common driveways noted
0000❑❑❑❑0000000
48
Civil - Street Profile
Original ground grades shown
L Top of curb grades shown (fiowline for curb & gutter replacements)
Edge of pavement, street centerline and R/W grades shown if matching existing
pavement
Top of curb profile line
i - Symbols at grade break & beginning and end of curves shown per Standard Plan 503
Elevations shown at grade break, beginning & end of curve return, and point of
intersection-
_? Vertical curve data
Lacier mound tltilitiPs Plansi_nerp1
O Horizontal alignrnent of main dimensioned
r i Main size and direction -of -flow between manholes shown
Radius and stationing at main noted if not concentric with street centerline
O Services shown:
O at corner lots and along curved right-of-way, services shall be shown and
dimensioned to nearest lot line
O for t" water and 4' wastewater at standard location, services may shown
with an abbreviated notation
o larger services shall be shown and dimensioned to nearest lot line
O *Pipe markers installed at dead -ends or in fields
O Manholes are concentric or noted if eccentric (show orientation)
t tndprn-rnund t_hiLrleS Profile - (�pnPral
• Main:
O length and size between manholes noted (length computed between inside
edge of structure walls)
• direction -of -flow arrows with slope shown and invert elevations noted
n Station, length, invert @ property tine and size of laterals larger than minimum noted
O Pipe invert elevations shown at manholes, grade breaks, catch basins and ends of
lines
D Existing utilities shown or approximated with note "verify depth and/or location in
field before start of construction
O Crossings and horizontal alignment in accordance with City of Lodi Specifications
and California State Health Standards noted
O Size, length and elevation of stubs noted
O Manholes:
station
• size and type noted if other than standard diameter barrel
• top of manhole elevation noted
• "adjust to grade" for existing structures noted
]Vas t Pvra tercel laneno
• " Monitoring structures shown where required
• * Sand/grease traps shown where required
49
Storm Drain - Miscellaneou
O Drainage flow transition from project boundaries to existing flowline shown
O Grade break (if unavoidable) in lateral note with distance to manhole noted
O * Sand/oil trap provided for on-site drainage per City requirements
Catch basins installed at lot lines and 18" from curb returns
Water-Misr'PUlanPnlIS
O Blind flanges with stubs at cross and tee for future extensions noted
O Valve on main prov!ded no closer than 15 feet from temporary blow -off
O No services between last valve and temporary blow -off
O No services within 15 feet of permanent dead-end blow -off
O Fire Hydrants:
o hydrants located per Fire Dept lire hydrant plan & Standard Plan No. 401
guidelines
o fire hydrant assembly or components itemization consistently shown
• lateral and valve oriented perpendicular to or parallel to face of curb
• elevations at top -of -curb or back -of -walk provided
• gua.d posts shown, if required
50
A - 2 Bid item List
The following list is provided as a general guide for consistency in City projects and improvement
security estimates. Items used for each project will vary, but the order and units shall be followed. "incl."
means payment for the item may be included in another item of work. The order is based on the order of
the Caltrans Standard Specifications with some minor exceptions The final listing shall be numbered.
!tem
Dust Control
Traffic Control
Removal of ...(list as needed)
Abandon ...(well, septic system, or other; list as needed)
Salvage ._.(list as needed)
Clearing and Grubbing
Rough Grading
Roadway Excavation
Excavation Safety
Compact Original Ground (Roadway)
Concrete Subgrade Compaction
Imported Borrow
Irrigation System (system or itemize pipe,* valves*, etc)
Landscaping (list turf or type as appropriate)
Treeq (IIst by type, size*)
Clean-up or Finishing Roadway
Aggregate Base (AB), Class 2
Liquid Penetration Treatment
Pavement Reinforcing Fabric
Asphalt Concrete (AC) (list by aggregate size*, may separate
type, i.e. overlay, transition, etc.)
Asphalt Concrete Leveling Course
Pavement Repair
Pavement Grinding (list by depth, width or type per plan table)
Steel Structures (list as appropriate)
Painting (list as appropriate)
Storm Drain Pipe (list *)
Storm Drain Manhole/Riser (list *)
Sand/O11 Trap
Adjust Existing SD Manhole to Grade
Furnish SD Frame & Cover
Wastewater Pipe (list *)
Wastewater Service (list *)
Wastewater Cleanout (In not included in service price)
Wastewater Manhole/Riser (list *)
Wastewater Trap (list *)
Adjust Existing WW Manhole to Grade
Furnish WW Frame & Cover
Curb & Gutter (& Sidewalk) (differentiate type, width as appropriate)
Sidewalk
Commercial Driveway
Special Driveway
Alley Approach
Tree Well
Sign Post (list by height,* type)
Mowstrip (or other misc. concrete items)
51
Units
LS or Hour
LS
LS, EA or incl.
LS or EA
EA
LS
CY
CY
LS
SF
SF
CY or TON
LS, LF, or EA
LS or SF
EA
LS or incl.
TON or SF **
TON
SY
TON or SF **
TON
SF
LF or SF
EA or LS
EA or LS
LF
EA
EA
EA
EA
LF
EA
EA
EA
EA
EA
EA
LF
SF
LF or SF
LF or SF
SF
EA
EA
LF
Side inlet Catch Basin EA
Drop Inlet Catch Basin EA
Survey Monument (list *) EA
Adjust Existing Monument Frame to Grade EA
Furnish Survey Monument Frame and Cover EA
Water Main (list *) LF
Water Valve (list *) EA
Water Service (list *) EA
Backflow Assembly (list *) EA
Fire Hydrant (specify either assembly w/valve & lateral or by
individual components) EA
Permanent Blow -Off EA
Temporary Blow -Off (list *) EA
Temporary Connection (with/without meter) EA
Adjust Existing Water Valve Frame to Grade EA
Furnish Water Valve Frame & Cover EA
Fence (list *) LF
Dead-end Barricade (Fence type) LF
Traffic Striping (list *) LF
Traffic Legend/Marking (list *) EA
Pavement Marker (list *) EA
Street Light (list *) EA
Traffic Signal and Lighting System LS
Signs (list *) EA
• indicate size and class/strength/type as appropriate, largest diameter or size first.
** AB and AC quantities are normally in TONS but may be in SF for minor work and subdivision
improvement contracts.
52
4
Locanon.
CITY OF LODI
PUBLIC WORKS DEPARTMENT
+PNp.1rCT
. Project Name
(Limits of Project. etc.)
Sat EY k0. or
5 1 5/91 ,""`"6"' 91X009
8Y BSB
CHtCSED eV CMW
� a
Land Use, Avera{re Flows ' Cumulative
Zomeg• Arca cfs : Reed. Res.d. Peak; Peak Total
per , Total Non 5.. Pop. Factor Flow . Flow
Nate I.D. Aces Acre i cle cfs pers • Os cfs
Hem Ln, Mit A
Haan Le. MH 8
WASTEWATER
FLOW
CALCULATIONS
Ape Full Pipe Peak Flow Invert Top
Elev. Of Curb
Dial Slope • Len. . Cap vel 'D*pth Vel. up/de , Elev.
in. i ft.ift. ' It. els fps d'D • fps ft. ' ff.
5 1 . 10 0' 0 001864 0.02; 0.02' 120 4 3' 0.08'
0.2 : 10 0 0.00387: 0.04: 0.04. 3.0: 0.12• 0.20 , - 32.15 35.501
5-H0 5 0 0.01238. 0.05: I 8"0.0033 500 0.70• 2.0 0 38 1.7 30.50
R 1 - 10.0. 0,0.01861 0.027 0.10 540! 4.0; 0,40:
0.04' 0.121 0.51 30.33 35.25
3-0 1
110" 0.0025 500 1.10. 2.0 0471 1.9 29.08
I
1
Remark..
Reference: Cory 01 L,:d. Detoge Standards 12 000 VOJV CAL CS.X LS
1
'a
2
Wastewater Flow Calculation
CITY OF LODI
PUBLIC WORKS DEPARTMENT
land Use,'
Zoning! Area C AC Sum ! T.C.
Location, , Factor: of
Node f.D. i Azres . AC ! nein.
•
Ham In.M1/114 A R.1..1 10.0* 0.40! 4.0'
C.2 ! 10.0: 0.80! 8.0. 12.0! 12 1.15'
R HD , 5.0 0.50 2.5
Ham Ln, 1,1H 8 5.1 1 -- 5.0! 0.40' ..._ .
PR- ! 20.0! 0.421 - 24.9! 15' 1.02!
Resin
Reference: City of Lodi Design Standards t 3 000
P"CACT Project Name
ILimits of Project etc....)
- BY
BBB
CHECKED BY
CMS.V DATE
e4
0
cts
13.8
; SHEET NO 1 0,-
5/9 i'cOm-'"" 91X009
-
`ar
invert; HGt. „ Top
Die: HGL : Pipe Length. Flow H01. Elev. i Ekriv. „ cf Curb
! Slope i Slope. . Vel. : Time1 faN upidn : Elev.
in. ' It At. h /ft. ' h. : tps : min. ! It. ft_ ' ft. ! ft.
i • . !
2900' 33.60! 35.00
24 i 0.00371! 0.00075! 700 4.4: 2.7i 2.60 2 9 .,,. 8 .
27 48 31.00 36.50
700, 3.61 3.3; LOC 27.17
,
' , !
,
25.3
36 i 0.00143! 0.00044
30.00
STORM
DRAINAGE
CALCULATIONS
Remarks
Initial 1.C. 10 men. o 180 It
gutter/1.5 fps/60 sec/mm..12 min.
(Note: Need to verify 1.401 rs at or
above top of pipe (surcharged) unlest
partial depth flow calculations we
provided.1
SO_CALCS.XLS
Storm Drainage Calculation Sheet
A - 5 References
Advances in Pipeline Materials, Jey K. Jeyapalan, Civil Engineer ing, July 1990 (This recent article raises
some interesting points about the state of design practice in the United States, including soil
stiffness discrepancies.)
A Guide for the Installation of Ductile iron Pipe, Ductile iron Pipe Research Association, 1978
American Society for Testino and Materials, (ASTM). various standards as cited. latest revision unless
otherwise specified by the City Engineer: a list of cited standards is available from the City
Engineer
American Water Works Association, (AWWA), various standards and manuals as cited. latest revision
unless otherwise specified by the City Engineer: a list of cited standards is available from the City
Engineer
A Policy on Geometric Design of Highways and Streets, American Association of State Highway and
Transportation Officials (AASHTO), 1984
Buried Pine Design, A.P. Moser, Mc-Graw Hill, 1990 (This is an up-to-date reference that summarizes
many of cited references and contains design examples.)
Citywide Circulation Study, TJKM Transportation Consultants, Final Report July 20, 1990
Clav PiDe Engineering Manual, National Clay Pipe Institute, July 1982
Concrete Pipe Design Manual, American Concrete Pipe Association, 5th printing (revised) June 1980
Concrete Pine Handbook, American Concrete Pipe Association, January 1980
esjpn and Construction of Sanitary and Storm Sewers. American Society of Civil Engineers Manual and
Report on Engineering Practice - No. 37, Water Pollution Control Federation Manual of Practice -
No. 9, 1969 (second printing, 1976) (Note, while the portions of this manual covering gravity
pipe design are largely superceded by ASCE Manual No. 60, this manual contains applicable
information on pumping facilities)
Design and Performance of PVC Pipes Subjected to External Soil Pressure, Moser, Watkins & Shupe,
Buried Structure Laboratory, Utah State University, February 1977 (This research paper contains
much of the background material used in later references)
Design of Urban Streets, Federal Highway Administration (FHWA), Report #80-204. as updated and
republished by the California institute of Transportation Studies and used in their University of
California extension course of the same name
Draft General Plan, Jones & Stokes, various documents and dates including the Draft Environmental
Impact Report, April 1990 and the Draft Policy Document
Qjctile Iron Pine and Castjron Pine Handbook. Cast iron Pipe Research Association, 4th Edition, 1976
(While this handbook contains some text on history and design considerations, it mainly consists
of American National Standards Institute (ANSI) standards which may be superceded by other
standards. These ANSI standards are usually conumbered as a corresponding AWWA standard.)
Flexible Pavement Structural Section Design Guide for California Cities_and Counties, League of
California Cities, 1973 (Includes information and examples on calculation of traffic index from
truck wheel load data)
55
Gravity Sanitary Sewer Desion and Construction, American Society of Civil Engineers Manual and Report
on Engineering Practice - No. 60, Water Pollution Control Federation Manual of Practice - No.
FD -5, 1982
Guidelines for Driveway Design & Location, institute of Transportation Engineers (ITE), Proposed
Recommended Practice, ITE Technical Committee 5B-13. 1985
Handbook of PVC Piee Desion and Construction, Uni-Belt PVC Pipe Association. 2nd Edition March 1982
Hhway Capacity Mandl,, Transportation Research Board, 1985
Highw.y Design Manual, California Department of Transportation (Caltrans), 4th edition & per latest
updates issued by Caltrans
IntrodSfctorr Soil Mechanics and Foundations Sowers & Sowers. Macmillan, 3rd edition, 1971
Residential Streets, American Society of Civil Engineers, National Association of Home Builders and
Urban Land institute; 2nd Edition 1990 (While this reference contains useful general information
on design, the various minimum design standards, particularly those for street width, are
considered inappropriate for Lodi)
Review of (Draft} Sanitary Sewer Desitin Standards, Ron Heinzen, (Kleinfelder), correspondence January
21, 1988
Sanitary Sewer System Technical Report for the 1990 Genal Plan Ugdate, Black & Veatch, 1990
Traffic Mantel, California Department of Transportation (Caltrans), per latest updates issued by Caltrans
Transportation and Traffic Enoineering Handbook, institute of Transportation Engineers. 2nd edition,
1982
Trio Generation, Institute of Transportation Engineers, 4th edition, 1987
Water Master Plan, Psomas & Associates, 1990
Work Are&Traffic Control Handbook (WATCH Manual), BNI Books, 7th edition, 1990
56