HomeMy WebLinkAboutResolution 26-92 RESOLUTION NO. 26-92
RESOLUTION OF THE COUNCIL OF THE
CITY OF ATASCADERO ADOPTING
ENGINEERING STANDARDS
WHEREAS, it is necessary to establish uniform design criteria
for construction within the public right-of-way;
WHEREAS, establishment of Engineering Standards will provide
this criteria.
NOW, THEREFORE, BE IT RESOLVED that the Engineering Standards
referred to as "Engineering Department Standard Specifications and
Drawings" dated March 10, 1992 are hereby adopted.
On motion by Councilman Nimmo and seconded by Mayor Shiers,
the foregoing Resolution is hereby adopted in its entirety on the
following roll call vote:
AYES: Councilmembers Borgeson, Nimmo, Dexter and Mayor Shiers
NOES: None
ABSENT: Councilman Lilley
ADOPTED: March 10, 1992
ATTEST: CITY OF ATASCADERO
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By: CCS,
LEE RABOIid, CAty Clerk ALDEN SHIERS, Mayor
APPROVED AS TO FORM:
ART ER MO DON
City Attorney
APPROVED AS TO CONTENT:
L4
GRM LUKE
Director of Public Works
Resolution No. 26-92
The document referred to as
"ENGINEERING DEPARTMENT STANDARD SPECIFICATIONS
AND DRAWINGS"
dated March 10, 1992
are on file, under separate cover,
with the City Clerk's Office
and in the Public Works Department
0
DI M M
kNDARD gPFrlFlr.ATI[1N� Alin nQe
CITY OF ATASCADERO
ENGINEERING DEPARTMENT
STANDARD SPECIFICATIONS
AND DRAWINGS
APPROVED BY CITY ENGINEER:
u+-�. g• t � 9 z
REGOR LUKE DATE
CITY ENGINEER
R.C.E. 24873 EXP. 12/31/93
ADOPTED BY THE CITY COUNCIL
BY RESOLUTION NO. 26-92
03/10/92
DATE
CITY OF ATASCADERO
STANDARD SPECIFICATIONS & DRAWINGS
TABLE OF CONTENTS
PAGE NO.
SECTION 1
GENERAL REQUIREMENTS
1
1.01
Purpose and Intent
1
1.02
Definitions
10
1.03
Permits and Licenses
1
2
1.04
Safety
3
1.05
Control of Materials
3
SECTION 2 PREPARATION OF PLANS 5
2.01 General 5
2.02 Design Alternatives 6
2.03 Standard Drawing Conventions
and Details 6
2.04 Plan Details 8
SECTION 3
INSPECTION
10
3.01
Pre -Construction Conference
10
3.02
Inspection During Construction
10
3.03
Final Inspection
10
SECTION 4
ROADS
12
4.01
Classification of Roads
12
4.02-
Geometrics and Profiles
12
4.03
Specifications for Material and
Construction
13
4.04
Erosion Control
15
4.05
Traffic Warning Devices and Guardrails
16
4.06
Slope Grading
17
SECTION 5
STORM DRAINAGE
18
5.01
General
18
5.02
Alignment and Capacity
19
5.03
Easements
20
5.04
Flow Calculations and Requirements
21
5.05
Hydraulic Design Criteria
22
5.06
Drainage Structures
24
5.07 Materials and Construction
5.08 Structure Backfill
SECTION 6 SEWERAGE
6.01
General
6.02
Design Flow and Gradient
6.03
Location and Alignment
6.04
Depth and Size
6.05
Manholes
6.06
House Service Lines
6.07
Sewage Lift Stations, Force Mains
and Treatment Plants
6.08
Kind of Pipe
6.09
Materials
6.10
Construction Requirements
SECTION 7
7.01
7.02
7.03
INDEX TO DRAWINGS
STANDARD DRAWINGS
MISCELLANEOUS
Fencing
Utilities
Street Trees
28
31
34
34
34
34
35
36
36
36
37
37
39
49
49
49
49
4117
SECTION 1 - GENERAL REQUIREMENTS
1.01 PURPOSE AND INTENT
The purpose of these Standard Specifications. and Drawings is to
provide minimum standards for the design, methods of
construction, kinds and uses of materials, and the preparation of
plans for construction, repair or alteration of streets, concrete
structures, drainage and sewerage facilities within the City of
Atascadero, where any portion of such improvement is to be
offered to the City for operation and/or maintenance, where such
improvement will ultimately serve five or more parcels, or where
otherwise required. Any items which are not included in these
Standard Specifications and Drawings shall be constructed in
accordance with the State Specifications as defined below or as
required and approved by the City of Atascadero Department of
Public Works.
1.02 DEFINITIONS
A. In these Standard Specifications and Drawings or the State
Specifications the intent and meaning of the terms that are used
shall be as defined in Section 1 of the State Specifications
except as herein below specifically noted, revised or added.
1. Contractor. Shall mean any person or persons, firm,
partnership, corporation or combination thereof who
has/have entered into a contract with any person,
corporation, company, or the City of Atascadero, for
the construction of any improvement or portion of any
improvement within the City of Atascadero.
2. Developer. Shall mean the owner or his representative.
3. Consultant. Shall mean any person or persons, firm,
partnership or corporation legally authorized to
practice civil engineering in the State of California
who prepares or submits improvement plans and
specifications on behalf of a developer to the City of
Atascadero.
4. City. Shall mean the City of Atascadero.
5. Department. Shall mean the City of Atascadero
Department of Public Works.
6. Engineer. Shall mean the Public Works Director or City
Engineer of the City of Atascadero acting either
directly or through his authorized representatives.
7. State. When State Specifications are applicable, the
word "State" as used in the State Specifications, shall
mean City of Atascadero.
1
8. State S ecifications. Shall mean the latest edition of
Standard Specifications of the State of California,
Department of Transportation-
9.
ransportation-9. Laboratory. Shall mean any testing agency or testing
firm which has been licensed by the State of California
to act in such capacity and meeting the requirements of
the Engineer.
10. AASHTO. Shall mean the American Association of State
Highway and Transportation Officials, the standards (or
latest revision) thereof.
11. ASTM. Shall mean the American Society of Testing
Materials, the standards (or latest revision) thereof.
12. UBC. Shall mean Uniform Building Code, latest edition.
13. AWWA. Shall mean the American Water Works Association,
the standards (or latest revision) thereof.
1.03 PERMITS AND LICENSES
A. City Permits. Any Contractor and/or property owner wishing to
do work under these standards and specifications shall obtain a
permit or approved plans from the Department of Public Works
prior to the start of construction. If such permit or approved
plans has not been obtained, the work shall be stopped at the
direction of the Engineer, who may cause the work already
completed to be removed and the site restored to its original
condition. Any Contractor performing work within the City right
of way shall also obtain an encroachment permit, which may
include requirements beyond those contained in these
Specifications.
B. CAL OSHA. Any contractor doing excavations of 5' or more in
depth shall possess a current CAL/OSHA permit. A copy of such
permit shall be presented to the department of Public Works prior
to construction.
C. State License. Any Contractor performing work under these
specifications shall possess an appropriate, valid state license
to perform such work. The Contractor or his duly authorized
representative must be available on the job site during the time
when any work is in progress. If such is not the case, work
shall be stopped at the direction of the Engineer.
D. Business License. -A City of Atascadero business license must
also be obtained by any Contractor or subcontractor performing
work within the City of Atascadero.
2
1.04 SAFETY
A. General. All work shall be performed in accordance with the
requirements of "Title 8" of the State of California Division of
Industrial Safety.
B. Trench Excavation Safety Plan Excavation for any trench 5'
or more in depth shall not begin until the Contractor has
received approval from the Engineer of the Contractor's detailed
plan for worker protection. Such plans shall be submitted at
least 5 days before the Contractor intends to begin excavation
for the trench and shall show the details of the design of
shoring, bracing, sloping or other provisions to be made for
worker protection. No such plan shall allow the use of a
protective system less effective than that required by the
Construction Safety Orders of the Division of Industrial Safety.
If such plan varies from the shoring system standards established
by the Construction Safety Orders, the plan shall be prepared and
signed by an engineer who is registered as a Civil or Structural
Engineer in the State of California.
The Contractor's attention is directed to the provisions of
Section 6705 of the Labor Code concerning trench safety plans.
C. Warning Signs. All signs, signals, flares, barricades,
flagmen, or other warning devices necessary for the protection
and convenience of the public during the construction phase shall
be furnished, installed and maintained by the Contractor in
accordance with the latest edition of the State of California
"Manual of Traffic Control". Signs and other traffic warning
devices must be in accordance with the latest edition of the
State of California "Manual of Warning Signs, Lights, and Devices
For Use in Performance of Work Upon Highways".
D. Stockpiles and Trenches Excavated material shall be piled in
such a manner that it will not endanger the work and will offer
minimum obstruction to traffic. Open trenches and waste piles
shall be adequately barricaded. Trenches in or adjacent to
roadways shall be backfilled at the close of each working day.
1.05 CONTROL OF MATERIALS
A. General. The Engineer may make such tests of any of the
materials used in any work done under these specifications as he
considers necessary. Samples of materials for testing shall be
furnished to the Engineer without charge. In lieu of, or in
addition to, tests by the Engineer, he may require properly
executed certificates of compliance with these specifications
from the manufacturer or fabricator of any materials used in any
work done hereunder. Cost of all testing shall be paid for by
person, firm or corporation making the improvement. Unless
otherwise specified, all materials and construction methods shall
conform to State Specifications.
3
B. Pipe. If pipe manufactured outside of the United States is to
be furnished, all the tests required under these specifications
shall be conducted within the continental limits of the United
States by an established reputable firm operating in the testing
of materials field. The testing firm shall submit a certificate
that all the requirements of these specifications have been met.
C. Substitutions. Requests for substitution of materials or
methods differing from those set forth herein will be considered
by the Engineer provided the requestor makes any such requests in
writing and furnishes complete descriptive information thereon to
the Engineer (including any additional information the Engineer
may request) as early in this process as possible but, in any
event, by..not later than the day on which the final improvement
plans are submitted for final review by the Engineer. The
Engineer will consider requests for emergency substitutions
involving materials which suddenly become unavailable, provided
requests for such emergency substitutions, including all data to
show substitutions comply with specifications, are received at
least 15 calendar days before date of use.
4
SECTION 2 - PREPARATION OF PLANS
2.01 GENERAL
A. Plans Required. Complete plans and specifications for all
proposed streets, drainage facilities, sewer systems, industrial
and commercial development and subdivisions, including any
necessary dedications and easements, shall be submitted to the
Engineer for approval and must receive the required approval
prior to the beginning of construction of any such improvements.
Where improvements are required as a.condition of City approval
of any development, including those where City acceptance of the
public ways in said development is not intended nor imminent,
improvement plans acceptable to the Engineer shall be submitted
to assure the Department of Public Works that proper construction
standards will be used, together with Performance Bonds and Labor
and Materials Bonds as necessary to assure compliance.
B. Submittals. Two sets of plans, specifications and special
provisions, together with 2 copies of all computations,
estimates, test data, cross sections, and such other items as may
be requested by the Engineer, shall be submitted to the Community
Development Department for approval. Additional copies of plans
shall be submitted as may be required by the Community
Development Department. One copy of the plans showing desired
revisions will be returned. At such time as necessary revisions
are made, the original drawings will be submitted for approval.
No construction will be authorized or plan approved until such
time as the Engineer signifies his approval by his signature on
the original drawings. The Consultant shall then submit two
prints of the approved drawings to the Engineer.
Where the improvement plans submitted cover only a portion
of the ultimate development, the plans submitted must be
accompanied by the approved overall tentative plan, or a study
plan if there is no approved overall tentative plan, showing
topographic features of the ultimate development at an adequate
scale to clearly show the proposed improvements.
A print of the final map or parcel map shall be included
with each set of subdivision improvement plans submitted.
C. Alterations and Exceptions; Design Responsibility, There
shall be no alterations made to an approved set of plans unless
such alterations are submitted to the Engineer for approval.
Excepted from approval are any features of the plans that are
contrary to, in conflict with or do not conform to any Federal or
State law, City Ordinance or Resolution, or generally accepted
engineering practice, in keeping with the standards of the
profession, even though such errors, omissions or conflicts may
have been overlooked in the review of the plans. Responsibility
for the design of the improvements is the sole obligation of the
Consultant. The City's approval of the Consultant's plans does
not relieve the Consultant of this obligation.
5
The procedure for revising drawings shall be as follows:
1. The Consultant shall make proposed alterations to the
original drawings and shall clearly indicate the extent
and nature of the change.
2. The Consultant shall clearly indicate the revision by
numerical reference in the revision block (per Section
2.03 F) .
3. The Consultant's responsible registered civil engineer
shall initial the revision.
4. When approved by the Engineer, the Engineer ---will
initial the change on the original drawings. The
Consultant shall then submit two sets of the revised
drawings to the Engineer.
2.02 DESIGN ALTERNATIVES
A. Design alternatives may be approved by the Engineer where the
proposed alternate provides the same level of service,
approximately the same estimated maintenance costs, and is not
adverse to public health, safety and welfare. This provision is
intended to provide for some flexibility in designing streets
with bike ways, pedestrian paths and bridle paths; when an area
specific plan has been approved showing an alternate to the
standard drawings or where appropriate in order to provide
compatibility with adjacent areas or existing improvements.
2.03 STANDARD DRAWING CONVENTIONS AND DETAILS
A. Sheet Size Material Scale. Plans shall be drawn with ink on
mylar (or equal) on 24" x 36" sheets with a 1" clear border.
Minimum standard scales shall be: Horizontal of 1" = 401,
Vertical of 1" = 4' or 101; or Horizontal of 1" = 50', Vertical
Of 1" = 5' or 101. Smaller scales (i.e. 1" = 100') may be used
in appropriate circumstances if approved by the Engineer.
Adhesive applications or "stickyback" are acceptable if free
of wrinkles or air pockets and resistant to chipping or smearing.
B. _Lettering Sizes Legibility. Minimum lettering sizes (upper
and lower case) shall be as follows:
1. Hand Lettering - 0.125" with a minimum pen
size of .35mm or a #0 "Rapidograph".
2. Machine Lettering - 0.08" with a minimum pen
size of .30mm or a #00 "Rapidograph".
EXCEPTION: Standard Drawings may be reproduced on the
plans at 100% original scale or larger (no
reductions) as long as reproduction
techniques produce a legible drawing'.
9
All components of all plans shall be legible as determined
by the Engineer.
C. Stationing and Orientation Whenever feasible, stationing
shall run left to right, with North oriented to the top or right
of the drawing. Where existing City approved plans are
available, new plans shall conform to existing stationing if
possible.
D. vicinity Map. A vicinity map shall be included on each set of
plans.
E. Title Sheet. On improvement plans exceeding two sheets in the
set, a separate title sheet shall be prepared. The index sheet
shall include a vicinity map, an index of drawings, the
Consultant's name, Professional Registration number and
signature; the date, seal, and a block for the necessary approval
of the Engineer.
F. Title Blocks. Each sheet of the set of drawings shall have an
approved title block showing the sheet title, sheet number, total
number of sheets, date, scale, and the Consultant's name,
signature, seal, and Professional Registration number; and the
name or number of the subdivision if appropriate. An approved
revision block shall be included.
G. Right of Way. The boundaries of lots fronting on the street,
right of way lines, drainage easements, utility easements,
section lines and corners, land grant lines, and temporary
construction easements both existing and proposed shall be on the
plans. All right of way and easement lines shall be properly
dimensioned.
H. Topography. All pertinent topographic features which may
affect the design, construction, and operation of the improvement
shall be shown on the plans, including but not limited to the
following: street lines, sidewalks, curbs, shoulders, location
and size of storm and sanitary sewer systems, high water and
frequent inundation levels, water and gas lines, existing
structures, fences, houses, trees (with drip lines) and other
foliage, drainage ditches, utility poles, fire hydrants, and all
other features of the area which may affect the design
requirements. Contour lines at 1' intervals for slopes less than
10%, 2' for slopes 10% to 30%, or 5' for slopes greater than 30%
shall be shown.
I. General Notes. All plans shall contain the City of Atascadero
"Standard Notes for Improvement Plans" on file in the City
Engineer's office.
7
2.04 PLAN DETAILS
A. Grading Plans. (On Separate Sheet)
1. Show typical sections between all adjacent lots and
between subject property and adjoining properties.
2. Show existing contours (per Section 2.03 H) of the
property and surrounding properties for 50' minimum.
3. Indicate pad and street elevations and typical lot
section.
4. Show all existing site features including structures,
trees, poles, etc.
5. Erosion control measures.
B. Composite Utility Plan. (On Separate Sheet)
1. Must be signed as approved by a representative of each
utility.
2. Show all utilities, water, sewer, gas, telephone,
electricity, cable TV, fire hydrants, and street
lights. Show all utility services to each lot. Show
all utility vaults, splice boxes, water meters, etc.
C. Street Design Plan (On Separate Sheet)
1. Show existing and proposed centerline profile, all curb
return profiles, all non symmetrical.curb profiles.
2. Show all street dimensions and cross-sections. Add
note: "Structural section of street shall be
determined by the "traffic index" and the "R" value of
the soil."
3. Plan view should include all curbs, gutters, cross -
gutters, catch basins, etc. Limits of paving shall be `
clearly indicated. All existing topography, trees,
poles, structures, etc., must be shown.
4. Show all survey monuments, street name signs and
traffic signs.
D. Sewer, Water and Storm Drain Desitin
1. Sewer, water and storm drain design shall be combined
on a separate sheet(s) and shall not be combined with
street design sheets.
2. Show plan and profile locations of all sewer mains and
sewer laterals, water mains and services and fire
hydrants, and storm drains and catch basins.
0
3. Show all manholes, gate valves, air releases, and
blow -offs.
4. Show hydraulic grade line for all drainage facilities.
E. Details. The plans shall include a sheet(s) which shall show
the following:
1. Typical street and road cross sections including curb,
gutter and sidewalk.
2. Detail of all concrete structures.
3. Sections of drainage, sewer or water trench
construction.
4. Miscellaneous details - street signs, monuments, etc.
NOTE: The Detail Sheet may be omitted on small projects
when sufficient detailing is included on the
design sheets, if approved by the Engineer.
F. Record Drawings. During the progress of the work, the
Consultant shall maintain one set of prints of the improvement
plans showing all constructed changes from the original design.
Each change shall be approved by the Engineer before being made.
Upon completion of the work, the Consultant shall revise the
original tracings of the improvement plans to reflect all
construction changes. The Consultant shall submit check prints
of the Record Drawings to the Engineer for review. After any
required revisions are made and the Engineer has approved the
Drawings, the Consultant shall furnish the City with one
reproducible mylar set of the completed Drawings.
9
SECTION 3 - INSPECTION
3.01 PRE -CONSTRUCTION CONFERENCE
A. After approval of plans and specifications and prior to
commencing construction, the Developer or Consultant shall
schedule a pre -construction conference. The conference should be
attended by the Developer, Consultant, Engineer, Soils Engineer,
and representatives from all utility companies affected by the
project. The purpose of the conference shall be to define the
inspection responsibilities for the project, to review the order
of work and safety/traffic control requirements, and to clarify
the intentions and details of the plans as needed.
3.02 INSPECTION DURING CONSTRUCTION
A. Inspection By Engineer. Each phase of any and all
improvements constructed to these specifications must first be
inspected and approved by the Engineer prior to the Contractor's
proceeding with subsequent phases. Each phase shall be inspected
as the Engineer considers necessary but in any case the Engineer
shall make an inspection within two working days after receiving
a request for inspection from the Contractor.
B. Inspection By Consultant. On improvement projects required as
a condition for subdivisions (parcel maps or tracts) or precise
plans, the Developer shall employ Consultant to provide
construction inspection for the project. The Consultant shall
provide ongoing inspection as frequently as the Consultant deems
appropriate to satisfy the Consultant that construction has been
completed in substantial conformance with the plans and
specifications. The Consultant shall be responsible for
coordination of soils and material testing for the project.
At the completion of construction and prior to the final
inspection, the Consultant shall submit the following items to
the Engineer:
1. Engineer's Improvement Certification
2. Soil Testing Reports
3. Material Compliance Reports
4. Record Drawings
5. Other documentation that may be required by the
Engineer to determine satisfactory completion of the
project.
3.03 FINAL INSPECTION
A. Upon completion of any improvements which are constructed
under and in conformance with these specifications, and prior to
requesting final inspection, the area shall be thoroughly cleaned
of all rubbish, excess material and equipment, and all portions
of the work shall be left in a neat and orderly condition
satisfactory to the Engineer.
10
Within 5 days after receiving the request for final
inspection, the Engineer or his authorized agent will inspect the
work. The Developer or his representative will be notified in
writing as to any particular defects or deficiencies to be
remedied. The Developer or his representative shall proceed to
correct any such defects or deficiencies in accordance with the
approved land use, construction, or grading permit or subdivision
performance agreement. At such time as the work has been
completed, a second inspection shall be made by the Engineer
within 48 hours after notification that reinspection is desired
to determine if the previously mentioned defects have been
repaired, altered and completed in accordance with these
Specifications.
When the Developer has completed construction to the
satisfaction of the Engineer, the Engineer will so notify the
Developer and recommend acceptance of the project to the City
Council.
11
SECTION 4 - ROADS
4.01 CLASSIFICATION OF ROADS
A. General. Road classifications are defined by the circulation
element of the General Plan or, if unspecified, by the Engineer.
Roads are classified as follows:
1. Rural Local. Serves residential suburban areas
used primarily for access to abutting property.
2. Rural Collector. Used in residential suburban areas to
join rural local roads and to provide circulation to
urban areas. This standard will also generally be used
for roads in new residential suburban subdivisions.
3. Hillside Local/Collector. The Hillside designation
applies to rural local or rural collector roads, only,
in areas where extreme topography and vegetation
dictate the use of minimum road standards.
4. Local. For use in urban areas providing access to
residential single and multiple family and commercial
uses.
5. Collector. A Collector road is one which will be used
primarily in urban areas to enable traffic to move to
and from minor roads and arterial roads. The Collector
designations shall also apply to industrial zonings.
6. Arterial. An arterial road is one which is used
primarily for the purpose of carrying traffic between
State Highways and/or which is needed to serve large
volumes of traffic within an urban area.
4.02 GEOMETRICS AND PROFILES
A. General. Standards for design speed and horizontal and
vertical geometry are defined in Standard Drawings 409 for Rural
Roads and 410 for Urban Roads. Stopping sight distances for
horizontal and vertical curves shall be designed based on these
Standards.
B. Cross Gradients. The minimum cross slope shall be 1%. The
maximum shall be 5%. Wherever feasible a 2% cross grade shall be
used.
C. Vertical Curves. Vertical profile curves are required at all
grade breaks of 1% or more. The minimum vertical curve length
shall be 501.
12
D. Intersections.
1. When two streets intersect, neither street shall have a
grade greater than 3% for a minimum distance of 40'
measured from the curb line of the intersected street,
except in unusually rough terrain.
2. Intersecting streets shall join within 10° of
perpendicular.
3. Minimum curb radius shall be 301. Minimum property
line radius shall be 201.
E. Cross Gutters. No Cross Gutters will be allowed on Collector
Streets or Arterial Roads unless no other provision can be made
for adequate drainage.
F. Pavement Widening Pavement sections on rural local and rural
collector roads (including hillside sections) shall be widened on
the inside of horizontal curves as follows:
Radius
100' or less
101'-150'
151'-200'
Extra Width
4'
3'
2'
G. Right of Way. Right of Way requirements shall be as specified
in the Standard Drawings.
H. Pavement Transitions. Transitions for pavement widening
fronting a project shall be provided with a minimum taper of 5:1.
Longer transitions may be required by the Engineer. Adequate
delineation of transition areas shall be provided.
4.03 SPECIFICATIONS FOR MATERIAL AND CONSTRUCTION
A. General. All materials furnished and methods of performing
any proposed work shall conform to and be done in accordance with
the applicable portions of these Standard Specifications and
Drawings, or if the method and materials are not completely set
forth therein, the provisions of the State Specifications shall
apply. Where a California Test Method is specified, it shall
mean the one currently in use by the State.
B. Structural Section. The required structural section for an
improvement shall be based on "R" value (State Stabilometer
Method) testing utilizing the T.I. (Traffic Index) established
for the road by the Engineer. The Developer shall be responsible
for providing the testing and calculations. Calculations shall
include the safety factor defined in the State Highway Design
Manual.
C. Basement Soil.
1. Resistance factor "R" tests shall be made by the
13
developer as required by the Engineer. The location of
the tests within the area shall be selected so that an
average "R" value may be determined for the entire
development area.
2. Relative compaction tests shall be made by Developer as
required by the Engineer on subgrade material and
material placed within the street areas of the
development as specified by the Engineer. Said tests
will be made prior to placing the next layer of
material. Unless otherwise stipulated, the upper 12"
of the subgrade shall be compacted to 95% relative
compaction and 90% below 12".
3. A prime coat of MC -250 (MC -70 if approved) per Sections
36-1 and 93 of the State Specifications shall be
applied on all roadbeds where the profile grade is 10%
or steeper.
D. Class II Aggregate Base Class II Aggregate Base shall
conform to Section 26 of the State Specifications.
E. Class III Aqcfregate Sub Base The percentage composition by
weight of aggregate base shall conform to the following grading
when determined by Test Method No. Calif. 202:
Sieve Sizes Percentage Passing
1 1/2" - - - - - - - - - - - 100
No.4 - - - - - - - - - - - 40-60
No.200 - - - - - - - - - - - 0-15
The aggregate base shall also conform to the following quality
requirements:
Test Method
Test No. Calif. _Requirements
Resistance (R -value)* 301 70
Sand Equivalent 217 25
Durability 229 25
*The R -value requirement may be waived provided the
aggregate base has sand equivalent of 30 or more.
The work of furnishing, spreading and compacting the
aggregate base shall be done in accordance with these
specifications and Section 26 of the State Specifications.
Minimum compaction of base material shall be 95%.
F. Asphalt Concrete Shall conform to the requirements for Type B
Asphalt Concrete AR 8000 as specified in Section 39 of the State
Specifications utilizing the 3/4" maximum aggregate, or 1/2"
maximum aggregate if specified by the Engineer. when required by
the Engineer, a Fog Seal shall be applied to the completed
surface and shall comply and be applied in accordance with
Section 37-1 of the State Specifications.
14
G. Compliance Certificates The owner or developer shall provide
certificate statements from the supplier of aggregate base and
asphalt concrete materials certifying compliance with these
specifications.
H. Survey Monuments Survey monuments shall be provided at the
following locations within an improvement:
(1) Centerline of streets at intersections with other
streets (Standard Drawing No. 426).
(2)
At the beginning and end of curves on
the street
centerline (Standard Drawing No.
426).
(3)
At all exterior subdivision corners
or
curve points of
a Tract Map, a pipe at least 24"
long
and 1 1/2"
minimum diameter shall be used.
(4)
Lot corners in a subdivision or
parcel
map exterior
corners and parcel corners shall
be monumented
with
5/8" rebar 2411 long or better.
Any original Atascadero Colony subdivision or street
monuments within a project shall be replaced (and properly
recorded) as follows:
(1) Street centerline monuments shall be reconstructed per
Standard Drawing No. 426.
(2) Right of Way or property line monuments shall be reset
with a 1 1/2" iron pipe 24" long set in a 6" diameter
by 12" deep concrete footing.
(3) Subdivision maps shall provide adequate ties to
original monuments to enable their retracement.
4.04 EROSION CONTROL
A. Drainage Installations Erosion control for all drainage
devices, ditches, pipe inlets and outlets, energy dissipators and
other appurtenant facilities shall be designed by a registered
Civil Engineer in accordance with Cal Trans Standards, ITS
"Street and Highway Drainage", or other accepted standards as
approved by the Engineer.
B. Slope Planting All cut and fill slopes steeper than 4:1 in.
excess of 2' high shall be hydroseeded with the following
hydroseed mixture, unless a landscape plan is submitted for
approval:
STANDARD HYDROSEED MIX
2 lb/ac California Poppy, 95% pure, 75% germination
15
4 lb/ac Lupen Suculentus, 99% pure, 75% germination
8 lb/ac Atriplex Semibaccata, 95% pure, 75% germination
12 lb/ac Festuca Megalura, 85% pure, 80% germination
3 lb/ac Nemophila Menziesii, 95% pure, 75% germination
2000 lb/ac wood fibre
120 lb/ac ecology control M -Binder
C. Erosion Control Plan. If any construction is proposed between
October 1 and April 1, an erosion control plan addressing interim
erosion control measures to be used during the construction
shall be submitted when required by the Engineer.
4.05 TRAFFIC WARNING DEVICES AND GUARDRAILS
A. Temporary Signing All signs, signals, flares, barricades, or
other warning devices necessary for the protection and
convenience of the public during the construction phase and prior
to final acceptance by the City shall be furnished, installed,
and maintained by the Contractor. Signs and other traffic
warning devices must be in accordance with the latest edition of
the State of California "Manual of Warning Signs, Lights, and
Devices for Use In Performance of Work Upon Highways".
B. Temporary Barricades Where improvements only cover a portion
of the ultimate improvement and where an improved street is
proposed to be extended in the future, the improvements shall
include a temporary type barricade at the end of surfacing of
such a street to serve as a warning to the public. The barricade
shall be constructed, erected, painted, and signed. (See
Standard Drawing 428).
C. Permanent Signing and Stripingo Permanent signing,
delineation, and striping shall be installed as required by
the Engineer.
D. Guardrails. Guardrails shall be installed as required by the
Engineer. They shall be designed in accordance with State
Specifications unless an alternate design is approved by the
Engineer.
E. Warning Devices - Minimum Standard Rural Roads Where the
Engineer has approved the use of minimum standards for rural
roads (per Standard Drawing 409), additional warning and traffic
control devices shall be required as necessary to mitigate the
use of the standard. This shall include:
1. Special signage for minimum vertical and horizontal
curves.
2. Signage for driveways with minimum sight distance.
3. Signage for reduced design speed areas.
16
4. Signage for steep grades.
5. Pavement marking, signage, delineation, berms, berm
painting and/or guard rails as needed to mitigate
distance to lateral obstruction such as trees.
4.06 SLOPE GRADING
A. All slope grading and drainage control shall conform to
current UBC requirements. Cut slopes shall not exceed 2:1, -fill
slopes shall not exceed 2:1. Steeper slopes may be approved by
the Engineer if substantiated by a slope stability analysis
prepared by a qualified Soils Engineer or Engineering Geologist.
17
SECTION 5 - STORM DRAINAGE
5.01 GENERAL
A. Purpose. These specifications are intended to meet the
requirements of the National Flood Insurance Program.
While it is intended to permit alternative methods of
analysis and solution of drainage problems and to provide for
other methods for those situations which do not lend themselves
to solution by the following criteria, such alternative methods
shall be based upon accepted engineering principles and shall
produce results which achieve the product intended by the
following specifications.
It is the general purpose of these standards that waters
generated by storms, springs, or other sources be contained on
the area to be developed or carried through a system of waterways
and conduits and disposed of in such a manner that adjacent
improvements, existing or projected, will be free from flood
hazard. Flood hazard is defined as potential damage by water
having sufficient depth or velocity to damage improvements or to
deposit or scour soil other than within channels.
B. Design Criteria These standards are intended to provide
general and some detailed design criteria. Most design details
are left to the responsibility of the Consultant and may be
handled by following good engineering practice.
The design standards contained herein are minimal and
alternates may be approved, provided such alternates are to a
higher standard than those set forth. Exceptions to these
standards may be allowed by the Engineer when it can be
determined that such exceptions are in the best interest of
the City.
All drainage facilities other than those within the road
right of way shall be maintained by an entity with taxing powers
if possible. The Developer shall complete arrangements for such
an entity or some other approved method prior to filing of the
Final or Parcel Map.
Each improvement shall be designed so as to not increase the
rate of flow of water onto adjacent properties. An exception to
this may be permitted by the Engineer if there are adequate
downstream facilities or natural watercourses provided to handle
the total flow without adverse affect on other properties. In
this event, the Developer may be required to participate in the
cost of said facilities, and/or obtain easements or other rights
as needed.
Unless an individual project required diversion of water to
conform to a comprehensive drainage plan, water shall be received
and discharged at the locations which existed prior to
m
development and as nearly as possible in the manner which existed
prior to development. Should diversion be required, sufficient
work shall be done upstream and/or downstream to provide all
affected properties at least the same level of flood protection
as existed prior to the diversion.
5.02 ALIGNMENT AND CAPACITY
A. Capacity. Special provisions shall be made by the Consultant
within the drainage system to insure that the inlet flow line
elevations and the capacity of the drainage system is such that
it may be extended to serve and to properly handle the entire
drainage basin at the time of ultimate development. This is to
include the entire upstream portion and the portion of the basin
outside the development, regardless of existing conditions.
B. Alignment. The diversion of natural drainage will be allowed
only within the limits of the proposed improvement. All natural
drainage must leave the improved area at its original horizontal
and vertical alignment and with approximately the same discharge
velocity as existed prior to development unless a special
agreement indemnifying and approved by the City has been executed
with the adjoining property owners.
The general location for storm drainage lines shall be as
shown in the Standard Drawings.
Other general requirements for storm drains are as follows:
1. Storm drainage lines are to be parallel with the
centerline of streets unless impracticable. The
designer should avoid meandering, offsetting, and
unnecessary angular changes (none to exceed 90°).
Horizontal curvative is acceptable if within
manufacturer's specifications.
2. Provide junctions between converging lines in such a
manner as will minimize losses and utilize available
velocity head, and locate the centerlines of the inlet
and outlet soffits so that they will be approximately
in the same plane and be as nearly as possible parallel
to the resultant vector of the converging lines.
3. The vertical alignment shall be so designed to
eliminate any ponding within the drainage system, other
than where sump pumps are provided. Vertical curvative
is not allowable.
4. Existing open ditches, paved channels, and swale flows
shall be maintained as nearly as possible in their
existing alignment.
19
5.03 EASEMENTS
A. General. Drainage facilities must be located in a public
street, road or lane, or within a public drainage easement.
Necessary dedication for lines to be constructed on private
property must be completed before the improvement will be
approved for construction.
Where a minor improvement of a drainage facility falls on
adjacent property, written permission from the adjacent property
owners for such construction and a copy of the approval of the
adjacent owners shall be submitted to the Engineer prior to
approval of the improvement plans. Agreements between property
owners shall hold the City harmless from any damage claim arising
from said agreement.
Drainage easements shall be used for drainage purposes
exclusively and shall not be combined with easements required for
other public utility purposes unless it can be shown to the
Engineer that dual use of said easement will not be conflicting.
For natural waterways a drainage easement or right of way
when required shall be provided which includes the entire
waterway area plus freeboard. Prior to final approval, the
easement shall be staked by the Developer's Consultant and
reviewed by the Engineer. In the case of a natural waterway
having banks with side slopes steeper than two horizontal to one
vertical, the right of way may be required to be increased to
provide width for not less than 2 to 1 slopes from the existing
toe of bank, plus a 10' wide buffer strip. Additional right of
way will also be required where unstable ground conditions exist.
B. Easements for Closed Conduits. Easements for closed conduits
shall meet the following requirements:
1. Minimum width of 15, with pipe at one-third point, on
north or west. Whenever possible, rights of way for
closed conduits shall be adjacent to property lines and
outside of areas where structures are planned.
Easements along property lines should be contained
within a single lot and not straddle a lot line.
2. On pipes of 24" diameter and greater, or trenches
exceeding 5' in depth, the easement shall have
additional width to provide ample working space as
required by the Engineer.
3. Provide access and working space rights.
C. Easements For Open Channels Easements for open channels
shall be a minimum of 15' in width and have sufficient width to
contain the open channel with side slopes. Additional width for
service access shall be as required by the Engineer. All
channels having a top width in excess of 50' shall have a 15'
service road on each side of the channel.
20
S. 04 FLOW CALCULATIONS AND REQUIREMENTS
A. General. The solution of hydraulic design problems commonly
encountered for areas not to exceed 200 acres may be made by the
rational method using the material listed below: (See Standard
Drawings 505 through 507)
1. Rainfall intensity -duration curve
2. Time of Concentration chart, and
3. Table of Runoff Coefficients.
For special design problems or drainage areas in excess of
200 acres not susceptible to solution by the above mentioned
references, the design engineer shall provide such reference,
treatise, model study report, or prototype test as is necessary
to confirm his hydraulic design. Improvements in natural water
courses will not normally be approved unless the capacity of the
improved waterway is at least that of the natural waterway.
All building pads or first floor elevations shall be at
least 1' above the 100 year storm flow elevation.
B. Gutter Flow. Design depth of flow in gutters shall not exceed
the top of a 6" curb for the 10 year flow. Where the discharge
gutter capacity is exceeded, a storm drain or other facilities
shall be provided to convey the excess flows. The 100 year flow
shall be contained within the right of way.
Drainage shall be designed to accommodate ultimate
development of up -stream areas.
C. Hydraulic Gradients The hydraulic grade line for closed
conduits shall be a minimum of 0.50' below the elevation of inlet
grates and manhole covers of all structures (25 year storm).
Headwaters for cross culverts shall not be less than 1' below
road centerline for a 25 year storm.
Open channels shall be designed to convey the 10 year flow
with freeboard, the 25 year flow without freeboard and provide
for safe conveyance of the 100 year flow.
D. Ultimate Development In computing runoff in a partial
development, adequate provisions must be made for the drainage of
the overall improvement, including possible commercial areas.
E. Fencing Requirements For Channels
1. Constructed channels with side slopes 5 to 1 or flatter
need not be fenced.
2. Natural channels need not be fenced, except where
special hazards exist.
3. For constructed channels, (not excepted from fencing) a
5' high chain link fabric with tension wire shall be
21
installed on each side of the right of way, 6" inside
the right of way line. At all road intersections
fencing shall prevent public access to channel or
culvert, and 14' wide chain link drive gates shall be
provided at all points of access to maintenance ways,
or to channels not requiring maintenance ways.
4. For minor channels with depths less than 3' and for
localized areas steeper than 5 to 1 on other channels,
the Engineer may allow the fence requirement to
be waived.
S. Fencing shall be constructed per Section 7.01.
5.05 HYDRAULIC DESIGN CRITERIA
A. Flow Computations All flow computations shall be in
accordance with the following:
1. Manning's Formula shall be used to compute capacities
of all open and closed conduits.
2. The "n" values to be used in Manning's Formula shall
conform to the following:
a.
Polyvinyl Chloride (PVC) pipe
0.009
b.
High Density Polyethylene (HDPE) pipe
0.010
C.
Concrete cast -in-place or precast pipe
0.013
d.
Vitrified clay pipe
0.013
e.
Corrugated Metal Pipe (C.M.P.) with
paved invert
0.019
f.
Corrugated Metal Pipe (C.M.P.) plain
unlined
0.024
g.
Open channel with gunite lining
0.018
h.
Asphaltic concrete (smooth) road berms
0.015
i.
Sack concrete rip rap
0.030
j.
Grouted rock rip rap
0.030
k.
Loose rock rip rap
0.035
1.
Open channel with paved bottom
0.025
M.
Earth channel
0.030
B. Closed Conduits. Shall be of either cast -in-place or precast
reinforced concrete pipe, corrugated metal pipe, polyvinyl
chloride pipe, high density polyethylene pipe or an approved
equal. Corrugated metal pipe shall only be used for rural
standard roads or downdrains.
1. Minimum pipe diameter allowable on any storm drain
shall be 1811, except that 15" diameter pipe may be used
for culverts of not over 20' in length. A lesser size
may be used for down drains on fill slopes if approved
by the Engineer.
22
2. Minimum design velocity in closed conduits shall be 2
f.p.s. when conduit is flowing to capacity and should
not exceed 15 f.p.s.
3. Any drainage facility whose capacity is equal to or
less than a 30" pipe shall normally be carried in a
closed conduit in all subdivisions of an average lot
size of less than 1 acre.
4. Closed conduits shall be designed to convey the 10 year
flow with gravity flow, the 25 year flow with head, and
provide safe conveyance for the 100 year overflow.
C. Cover Requirements Cover requirements shall be as shown in
the California Department of Transportation Highway Design
Manual, Chapter 850, "Physical Standards", or as approved by the
Engineer.
At locations where the general minimum cover requirements
cannot feasibly be obtained, the conduit shall be either encased
in concrete or provided with a concrete cover or protected by
other methods as approved by the Engineer for each individual
circumstance.
D. Open Channels.
1. Open channels may be natural watercourses, earthen
channels, or channels lined with the materials listed
below, provided that the selected lining material is
approved by the Engineer for the particular channel
reach:
a. Low -growing grass, which will form a thick, dense
sod. The proposed grass mixture is to be
submitted to and approved by the Engineer.
b. Rock slope protection facing class, Method B
Placement, per Section 72-2 of the State
Specifications.
C. Concreted -rock slope protection facing class,
Method B Placement per Section 72.5 of the State
Specifications.
d. Sacked concrete slope protection.
e. Concrete slope paving.
f. Air -blown mortar.
2. Minimum velocity for channels flowing full, with
freeboard, shall be 2' per second.
23
3• Maximum velocity shall be as follows:
a. Earth channels not to exceed velocity that would
cause erosion (maximum 5, per second).
b. Lined channels not to exceed 10, per second or as
approved by the Engineer.
4. Freeboard of at least 1' or 0.2 of the specific energy
(whichever is greater) shall be provided at
10 year design capacity for all channels. Where
linings are required, they shall extend to the full
height of freeboard.
5. For natural waterways, the design flow may be allowed
in the natural overflow area if a drainage easement is
provided, which will include the overflow area, and
freeboard as specified above exists between the water
surface and adjacent ground.
6. Drainage facilities shall be so constructed and areas
adjacent to channels so graded that side drainage will
enter in a manner which will prevent erosion within the
rights of way. This will often require constructed
side inlets and collector ditches to carry side flow to
inlets.
E. Design Computations The design computation for drainage
shall include the following information:
1. Drainage area in acres, time of concentration, rainfall
intensity and runoff coefficient.
2. Design flow to each structure.
3. Design flow to each pipe.
4. Flow line elevation of each pipe and structure.
5. Top of structure elevation. `
6. Water surface elevation at each structure.
7. Hydraulic gradient.
B. Pipe, size, length and gradient.
5.06 DRAINAGE STRUCTURES
A. Manholes.
1. Standard precast concrete manholes shall be used
wherever feasible. When cases arise where special
manholes or junction boxes are required, the design
shall be approved by the Engineer..
24
2. Manholes shall be located at junction points, changes
in gradient and changes in conduit size. On curved
pipes with radii of 200' to 400' manholes shall be
placed at the BC or EC of the curve and on 300' maximum
intervals along the curve. On curves with radii
exceeding 4001, manholes shall be placed at the BC or
EC of the curve and on 4001 -maximum intervals along the
curve for pipes 24" and less in diameter and 500'
maximum intervals along the curve for pipes greater
than 24" in diameter. Curves with radii less than 200'
will be handled on an individual basis.
3. Spacing of manholes or inlets, of such size as to be
enterable for maintenance, shall not exceed 500' for
drains 24" and smaller in diameter and 600' for pipes
greater than 24" in diameter, except under special
approved conditions. The spacing of manholes shall be
nearly equal wherever possible.
4. All manholes or junction boxes, entry to which does not
fall in the gutter line, must have standard 24"
diameter manhole covers. Those falling in the gutter
line may use the standard grated manhole cover and
serve also as an inlet manhole.
B. Inlets.
1. Gutter inlets shall be in accordance with the types
shown on Standard Drawing 502, or other approved
special inlets. See State Standard Plan D72 for
extended curb opening inlets.
2. Inlets shall be spaced so that gutter flow does not
exceed a depth of 6" at the face of the curb for a
10 -year storm and so that a 100 -year storm will not
cause any damage and can be contained within the right
of way.
3. Grates shall be adequate for State of California HS -20
traffic loading, and shall conform to State Standard
Plan D77A or D77B.
4. Rural standard inlets in accordance with Standard
Drawings 503 and 504 may be used for rural designated
roads subject to approval of the Engineer.
C. Junction Boxes.
1. Where standard manholes are not feasible for use as
junction structures, junction boxes shall be
constructed of Class "A" reinforced Portland Cement
Concrete or fabricated from reinforced concrete pipe
sections where size limitations permit. Design shall
be as approved by the Engineer and shall conform to
State Standards.
25
2. Minimum wall thickness for poured -in-place reinforced
concrete junction boxes shall be 611.
3. The inside dimension of junction boxes shall be such as
to provide a minimum of 3" clearance on the outside
diameter of the largest outfall pipe.
4. All junction boxes shall have the standard 24" manhole
cover (Southbay Foundry SBF 1900 manhole frame and
cover or Alhambra Foundry Co. Ltd. A1254 manhole frame
and cover, traffic or equal; cover shall include cast
markings indicating "Storm Sewer").
5. In non roadway areas having rural designations,
junction boxes conforming to State Standard Plan D75
may be used.
D. Reinforced Concrete Box Culverts CMP and Structural Plate
Arch Culverts.
1. All materials, designs, and construction shall conform
to the requirements of the State Specifications and
State Standard Plans unless otherwise specified by the
Engineer.
E. Headwalls, Wincxwalls Endwalls Trash Racks and Railings
1. All headwalls, wingwalls, and endwalls shall be of
Class "A" reinforced Portland Cement Concrete
conforming to Section 90 of the State Specifications.
2. All headwalls, wingwalls and endwalls shall be
considered individually and shall be, in general,
designed in accordance with State Standards or approved
by the Engineer.
3. Trash racks shall be provided where in the opinion of
the Engineer they are necessary to prevent clogging of
culverts and storm drains.
4. on corrugated metal culvert or plastic drains,
preformed end sections may be utilized with the
approval of the Engineer.
5. Steel plate beam guardrail or equal may be required by
the Engineer at culverts, headwalls and box culverts
and on steep sideslopes. When so required, the railing
shall be installed in accordance with State Standards
and Specifications.
F. Drainage Pumps.
1. The use of drainage pumps
possible. They shall be
the Engineer.
26
shall be avoided whenever
used only with the approval of
2. If the use of a drainage pump is approved, the drainage
system shall be so designed as to provide for gravity
outfall during summer months and periods of low water
stages. If a low state gravity outfall is impossible
or impracticable, a pump of smaller capacity for low
stage flow may be used_provided approval is granted by
the Engineer.
3. Drainage pumps shall be equipped with standby equipment
with alternating operation characteristics.
4. When specified by the Engineer, the outfall shall be
equipped with floodgates of an approved design.
5. Pumping installations shall be so designed as to
accommodate a design storm as specified by the
Engineer.
6. Pumping stations shall be designed so that gravity flow
does not flow through. --.the pump pit.
7. Each pumping installation shall receive separate
approval, including all machinery, electrical system,
piping system, housing installation and other
miscellaneous design features.
G. Detention Basins.
1. A detention basin is defined as any drainage facility
which is used to retard the rate of flow storm run-off
from a site by sizing the out flow pipe or channel so
that the rate of flow from the property is not
increased after development. The accumulating run-off
from the development shall be stored in the detention
basin until it drains away.
2. Volume of Storage. The required volume of storage
shall be determined by the difference in the 2 year
storm run-off of the undeveloped site and the 50 year
storm run-off of the developed site. The outlet pipe
or channel shall be sized for the 2 year storm peak
run-off rate for the undeveloped site at full capacity.
3. Method of Calculation. Detention basin storage volume
shall be computed by the hydrograph method.
Hydrographs shall be developed for the post development
inflow (50 year storm) and the basin outflow (not to
exceed 2 year pre -development storm). The outflow
hydrograph shall be based on the final basin outlet
design. Shortcut methods such as the rational formula
method with constant outflow will not be accepted for
final design.
4. Basin Design. Detention basin design shall conform to
Standard Drawing No. 508. Basin outlet shall -be
27
designed to the approval of the Engineer.
The consultant shall evaluate the area downstream of
the detention basin for: 1) ability to handle the 2
year outlet discharge; and 2) effects of basin
overtopping. Downstream improvements or other
mitigation measures may be required by the Engineer if
downstream capacity or improvements are inadequate.
5. Fencing Requirements
a. All water detention facilities within limits of
urban areas shall be provided with a 6' chain link
fence with a concrete footing and vertical redwood
slats.
b. In other than urban areas fencing is not mandatory
if the maximum water depth obtainable does not
exceed 2' and the side slopes are 4 to 1 or
flatter.
6. Right Of Way
a. The top of bank shall be located a minimum of 5'
inside the right of way line or as dictated by
set -back requirements. If a fence is required it
shall be located 6" inside the right of way line
except where setbacks are required as part of a
conditional use permit.
b. Right of way required for drainage basins shall be
deeded in fee to the City.
5.07 MATERIALS AND CONSTRUCTION
A. General. All material that is to become a permanent part of
any storm drain or appurtenant structure, shall conform to the
requirements for the particular materials as set forth in these
specifications. The Contractor shall supply any and all
certificates of compliance, certified test results or shall
perform tests as required to assure the Engineer that the
material being incorporated into the work has met the
requirements as specified. Approval of the Engineer shall be
required for use of material not listed in these standards.
All pipe or conduits shall be of the size, material and
strength as shown on the plans. All pipe and fittings shall be
marked or stamped with the trade brand name of the manufacturer,
and strength or class of pipe. All pipe shall be designed to
withstand all internal or external loads applied. Supporting
strength of conduits as installed to safely carry imposed gravity
loads and superimposed loads (including a suitable factor of
safety) shall be determined by use of the Marston formula.
W
B. Reinforced Concrete Pipe Shall conform to Section 65 of the
State Specifications.
1. Excavation for pipe shall conform to Section 6.10B of
these specifications except that where tongue and
groove pipe is utilized excavation need only be to 1"
below the outside diameter of the pipe in uniform
material and 3" below the outside of the pipe in rocky
material.
2. Laying of reinforced concrete pipe: Section 65-1.07 of
the State Specifications.
3. Jointing: Section 65-1.06 of the State Specifications.
4. Trench backfill: Section 6.10F of these
Specifications.
C. Non -reinforced Concrete Pipe Shall conform to Section 65 of
the State Specifications. The construction method shall conform
to the method specified for reinforced concrete pipe.
D. Corrugated Metal Pipe(CMP) Shall conform to the material and
construction methods of Section 66 of the State Specifications.
Attention is directed to the backfill requirements of Section
6.10F of these Specifications, except that pea gravel or other
suitable gravel material may be utilized for bedding and
backfill.
E. Polyvinyl Chloride Pipe (PVC) PVC pipe up to 15" in diameter
shall conform at least to ASTM standard D3034/SDR35. PVC pipe
from 18 to 48" diameter shall conform to ASTM standards and
AASHTO standard 304. Excavation and backfill shall conform to
Sections 6.10B and 6.10F of these Specifications.
F. High Density Polyethylene Pipe (HDPE) HDPE shall conform to
Section 6.09E of these Specifications. Excavation and backfill
shall conform to Sections 6.10B and 6.10F of these
Specifications.
G. Concrete Structures. Shall be in accordance with these
Standards and Specifications and in addition they shall conform
to the requirements of Section 51 of the State Specifications.
Backfill shall conform to Section 5.08 of these Specifications.
H. Reinforcement. Shall conform to the requirements of Section
52 of the State Specifications.
I. Portland Cement Concrete. Shall be Class "A" or "B" as
specified and conform to the requirements of Section 90 of•the
State Specifications.
J. Gunite Lined Channels. Shall be placed as required by these
Standards and Specifications, and shall be mesh reinforced and
conform to the materials and methods as follows:
29
1. Channel Preparation - The channel shall be trimmed to
the line and grade and cross section as shown on the
plans within the following limitations:
Allowable deviation from profile 0.051; allowable
deviation of slope and line 0.15' in any 10' length
section of channel.
Care shall be taken to prevent excavating below ditch
grade line or beyond the slope lines. Any deviation in
excess of the specified tolerance may not be backfilled
with earth, but shall be corrected by the placement of
additional gunite materials. The channel shall be
clean, damp and free from any rubbish or trash or free
flowing or standing water prior to initiating guniting
operations.
2. Placing of Material - Channel lining shall consist of a
mixture of Portland Cement and sand, mixed dry, passed
through a flexible hose, hydrated at the nozzle and
deposited upon a dampened subgrade by air pressure.
The final ditch lining shall not be less than 3" in
thickness and shall conform to the dimensions shown on
the plans. The pneumatic pressure at the gage shall
remain uniform at the following pressures:
a. For hose length up to 100' - 45 psi.
b. Where the length of hose exceeds 100' the pressure
shall be increased 5 psi for each additional 50'
of hose.
3. Weep Holes - Shall be provided at intervals of 10'
midway between contraction joints. The holes shall be
backed by a minimum of 1 cubic foot of concrete
aggregate wrapped in geotextile fabric to insure proper
operation of the weep hole. The aggregate shall extend
at least 0.5' above the weep hole.
All weep holes shall be 2" in diameter and be placed at
an elevation of 1' above the flow line of the channel.
4. Curing - Shall be accomplished by the pigmented curing
compound method as specified in Section 40-1.11C of the
State Specifications, except that the manual operation
of an unshielded spray nozzle will be permitted.
Surface shall be kept moist or wet until the curing
compound is applied. Curing compound shall not be
applied to surfaces of construction joints.
5. Materials for Gunite Lining:
a. Portland cement shall conform to the requirement
of Section 90-1.02A of the State Specifications.
b. Sand shall be washed sand and shall be hard, dense
durable, clean and sharp and graded evenly from
fine to coarse within the following limits:
Sieve Size Percentage Passing by Weiqht
3/8"
100
No.
4
97-100
No.
8
70-85
No.
16
60-73
No.
30
36-47
No.
50
10-20
No.
100
0-5
Sand shall be free from organic matter and shall
contain not more than 5% by weight of deleterious
substances, and shall have a fineness modulus of
between 2.70 and 3.30.
C. The materials above shall be mixed in the
proportions of 1 part Portland cement to 4-1/2
parts of sand, by volume.
K. Concrete Lined Channels. Concrete lined channels shall be
constructed of the materials and in accordance with Section 72-4
of the State Specifications.
1. Weep Holes - shall be provided at intervals of 10,
midway between contraction joints. The holes shall be
backed by a minimum of 1 cubic foot of concrete
aggregate wrapped in geotextile fabric to insure proper
operation of the weep hole. The aggregate shall extend
at least 0.5' above the weep hole.
2. All weep holes shall be 2" in diameter and be placed at
an elevation of 1' above the flow line of the channel.
L. Grouted Rock Rip Rap Channels Shall conform to the materials
and methods called for in State Specifications 72-5.
Weep Holes - Weep hole pipe consisting of 2 1/2" diameter
galvanized iron pipe shall be placed through the grouted
rock rip rap along both sides of the channel approximately
1' above the channel invert. Spacing of weep holes shall be
such as to provide complete drainage of the foundation and
filter material and shall not exceed 101.
5.08 STRUCTURE BACKFILL
Backfilling operations shall conform to the following
requirements: Material for use as structure backfill shall have
a sand equivalent value of not less than 20 as determined by Test
31
Method No. Calif. 217. The percentage composition by weight as
determined by laboratory sieves shall conform to the following
grading:
Sieve Size Percentage Passing Sieves
2-1/2" 90-100
No. 4 35-100
Structure backfill shall not be placed until the structure
footings or other portions of the structure or facility have been
inspected by the Engineer and approved for backfilling. No
backfill material shall be deposited against the back of concrete
abutments, concrete retaining walls, or the outside walls of
cast -in-place concrete culverts until the concrete has developed
a strength of not less than 2,500 pounds per square inch in
compression as determined by test cylinders cured under
conditions similar to those prevailing at the site and tested in
accordance with Test Method No. California 521, or until approved
by the Engineer.
Backfill material shall be placed in horizontal, uniform layers
not exceeding 0.67' in thickness, before compaction, and shall be
brought up uniformly on all sides of the structure or facility.
Each layer of backfill shall be compacted to a relative
compaction of not less than 90%, except that the upper 2' shall
be compacted to 950. Backfill outside the roadway prism shall
have a sand equivalent of not less than 20 and shall be compacted
to not less than 85%. It shall conform to the above grading
limits.
At the option of the contractor, backfill material conforming to
the requirements hereinafter specified may be used at the
following locations:
1. Footings for slope protection, slope paving and aprons.
2. All headwalls and culvert wingwalls.
3. Retaining walls, except for portions under any roadbed.
4. Drop inlets in median areas or in traffic interchange
loops.
The backfill material at the above locations may consist of
material from excavation, free from stones, or lumps exceeding
2-1/2" in greatest dimension, namely, clay or adobe type
material, vegetable matter or other unsatisfactory material, and
shall be compacted to a relative compaction of not less than 90%.
When the material from excavation is unsuitable for use as
backfill, it shall be disposed of as directed by the Engineer,
and suitable material approved by the Engineer shall be furnished
by the Contractor for the backfill.
32
Compaction of structure backfill by jetting will be permitted,
when, as determined by the Engineer, the backfill material is of
such character that it will be self -draining when compacted and
that foundation material will not soften or be otherwise damaged
by the applied water and no damage from hydrostatic pressure will
result to the structure. Jetting of the upper 4' below subgrade
will not be permitted. When jetting is permitted, material for
use as structure backfill shall be placed and compacted in layers
not exceeding 4' in thickness. The work shall be performed
without damage to the structure and embankment, and in such a
manner that water will not be impounded. Jetting shall be
supplemented by the use of other compaction equipment when
necessary to obtain the required compaction.
33
SECTION 6 - SEWERAGE
6.01 GENERAL
Sanitary sewer lines and appurtenances within City jurisdiction
shall be constructed in accordance with the details shown on
plans and specifications approved by the Engineer, these
specifications, and State Specifications where applicable.
6.02 DESIGN FLOW AND GRADIENT
A. _Design Flow. An average flow of 100 gallons per person per
day shall be used for hydraulic design purposes, with the peak
flow double the average flow. Pipes shall be sized to handle
peak flows with pipes flowing 1/2 full.
B. Grades. Sanitary sewer grades shall be designed to provide a
minimum velocity of 2' per second when flowing at peak flow. The
following table indicates the slopes which will provide that
velocity, and these shall be used as the minimum standard for
design. Lesser slopes may be approved by the Engineer only when
topographic conditions preclude the use of these values.
Diameter
811
10"
12"
15"
18"
House Lateral
Slope in Feet/Foot
Min. Acceptable
.005
.0025
.002
.0015
.0012
.02
Whenever a change in the size of the pipe, or an angle of
20 degrees or greater in alignment occurs, the flowline of the
pipe flowing into the manhole shall be a minimum of 0.17' above
the flowline of the pipe flowing from the manhole, or an amount
necessary to match the inside crowns of the pipes, whichever is
greater.
Unless special provisions for erosion protection have been
provided, and approved by the Engineer, design velocities for
sanitary sewers shall not exceed 10' per second. The maximum
design discharge shall not exceed the flow at critical slope and
velocity. Sanitary sewers should not be designed for flow
conditions at critical slope and velocity.
6.03 LOCATION AND ALIGNMENT
A. Location. All sanitary sewers designed for the collection and
transportation of domestic sewage and/or industrial wastes shall
be constructed and installed within rights of way dedicated for
public streets or roads, unless such construction or installation
is determined to be impractical by the Engineer.
34
Location of sewer lines in easements shall be kept to a
minimum. Whenever possible, sewers shall be placed in the public
roadway. Where sewer lines are located within easements, the
easements shall be dedicated to the City.
The minimum width of any easement for sanitary sewer
purposes shall be 15' wide; in special cases of terrain, depth of
sewer line, etc., the required easement width shall be increased.
All easements shall include right of ingress and egress over
adjoining property for maintenance, replacement and operation.
The location of the sanitary sewers installed in any street
or road shall normally be consistent with Standard Drawing 703.
B. Alignment. Sewerage systems shall be designed so as to have a
minimum of curvature both horizontal and vertical.
Whenever possible, sewer lines shall be laid out in a
straight line between structures. Curved sewer lines will be
allowed only under special circumstances, must be approved by the
City Engineer, and must meet the following conditions:
a. All curve data shall be shown on the plans.
b. Minimum radius of curvature and joint deflections shall
be as recommended by the pipe manufacturer and approved
by the Engineer.
C. All deflections shall be at the pipe joints or by
specialty mitered pipe sections.
d. Horizontal and vertical curvature shall not be
combined.
e. Vertical curvature shall be designed to maintain
minimum pipe grades per Section 6.02 B.
The location and installation requirements for any sanitary
sewer to be installed in an existing street or road shall be
obtained from the Engineer prior to submission of the plans.
6.04 DEPTH AND SIZE
A. Depth. The normal design depth of a sanitary sewer system
shall be such as to obtain a cover of 36" for the house service
lateral at the property line, and a minimum cover of 60" for
main, trunk, and interceptor sewer lines. Under certain
topographic conditions lesser depths may be allowed by the
Engineer. Sewer mains and laterals shall be designed so as to be
useable by each lot without the need for an ejector pump.
Exceptions may be granted by the Engineer on a case-by-case
basis.
B. Size. The normal minimum sewer main size shall be 8" inside
diameter unless otherwise approved by the City Engineer.
35
C. Special Construction in Areas of Conflict Between Water and
Sewer Lines. All new sewer main, force main, house service
laterals and appurtenant items shall be installed in conformance
with the State of California, Department of Health Services
requirements for separation and special construction.
Additionally, all new sewer installation shall conform to
Standard Drawings 601 and 602. .
6.05 MANHOLES
A. Spacing. Normal maximum spacing for manholes shall be 4001.
Where the locations of two manholes are determined by
intersecting lines, the distances between intervening manholes
shall be approximately equal. A sewer on a curved alignment with
a radius of less than 400' shall have manholes spaced at a
maximum of 300' or adjusted to fit the individual case.
The maximum spacing of manholes on trunk sewer lines shall
be as follows:
12" to 24" diameter 500'
27" to 36" diameter 600'
The spacing of manholes on trunk sewer lines larger than 36" in
diameter shall be determined for each individual case.
B. Drop Manholes The need for the construction of drop manholes
should be avoided, whenever possible, by the adjustment of sewer
pipe gradients during design. When avoidance is not possible,
and when the vertical distance between the inverts of sewer lines
coming into a manhole exceeds 2411, a standard drop manhole shall
be constructed in conformance with the Standard Drawing.
6.06 HOUSE SERVICE LINES
In all new subdivision work, the house service lines from the
sewer to the property line shall be installed at the time the
sewer is constructed. Each house service line shall be
referenced to the plan stationing. Minimum size of any sanitary
lateral or side sewer to serve individual residences, commercial
structures, etc., shall be nominal 4" inside diameter. Actual
size of laterals larger than 4" shall be determined by fixture
unit requirements as per the current edition of the Uniform
Plumbing Code.
6.07 SEWAGE LIFT STATIONS, FORCE MAINS AND TREATMENT PLANTS
A. General. All special structures such as treatment plants
shall meet all requirements of the State Regional Water Quality
Control Board, State and County Health Department and the
Engineer. Special structures, such as pump stations, pressure
lines and sags, etc., shall require special considerations and
approval by the Engineer.
36
Whenever the design of a sanitary sewerage system includes
the necessity of a sewage lift station and a force main, the
design data shall be submitted for tentative approval before
plans are submitted.
B. Sewage Lift Station The minimum distance from a lift station
to any residence shall be 50' except with advance approval of the
Engineer for the specific case.
No lift station shall be constructed with bypasses which
will bypass any effluent into any stream or water course.
The Consultant shall submit the design computations for -the
pumps or ejectors, the type to be used, wet well capacity,
control system and a plot plan showing the dimensions of the site
and its location with respect to homes or other structures.
Wherever possible, the equipment and construction used in the
lift station shall be consistent and compatible with similar
installations in the City as specified by the Engineer.
An alarm system, which meets the approval of the Engineer,
shall be provided on all sewage lift stations.
C. Force Mains. The size and type of pipe to be used and a
tentative alignment shall be submitted. Minimum velocity in any
force main shall be 2' per second, with a maximum of 10' per
second.
6.08 RIND OF PIPE
All sanitary lines shall be polyvinyl chloride, high density
polyethylene, or ductile iron. Other types of pipe may be used
upon approval by the City Engineer.
6.09 MATERIALS
A. General. All material that is to become a permanent part of
any sanitary sewer or appurtenant structure, shall conform to the
requirements for the particular material as set forth in these
specifications. The Contractor shall supply any and all
certificates of compliance, certified test results or shall
perform tests as required to assure the Engineer that the
material being incorporated into the work has met the
requirements as specified. Approval of the Engineer shall be
required for use of material not listed in these standards.
All pipe or conduits shall be of the size, material and
strength as shown on the plans. All pipe and fittings shall be
marked or stamped with the trade brand name of the manufacturer,
and strength or class of pipe. All pipe shall be designed to
withstand all internal or external loads applied. Supporting
strength of conduits as installed to safely carry imposed gravity
loads and superimposed loads (including a suitable factor of
safety) shall be determined by use of the Marston formula.
37
B. Vitrified Clay Pipe Clay Pipe (CP) and fittings shall be
new, first quality pipe and shall comply with the specifications
for Extra Strength Unglazed Clay Pipe ASTM Designation C700 -
Latest Revision. Joints for bell and spigot CP shall conform to
ASTM Designation C425. Installation of CP shall comply with ASTM
Designation C-12. The only allowable variations from the above
recommended practices will be as approved by the Engineer. Clay
pipe shall only be used for repairs to existing clay pipe lines.
C. Ductile Iron Pipe All ductile iron pipe (D.I.P.) and
fittings for main sewers shall conform to AWWA Standard C-151,
Class 52. Joints shall be approved type mechanical joints.
D. Polyvinyl Chloride (PVC) Pipe PVC pipe up to 15" in diameter
shall conform at least to ASTM standard D3034/SDR35. PVC pipe
from 18 to 36" diameter shall conform to ASTM F-794.
E. High Density Polyethylene HDPE Pipe. HDPE pipe and fitting
from 3 through 10" diameter shall comply with AASHTO standard
M252. HDPE pipe and fittings from 12 through 36" diameter shall
comply with AASHTO standard M294. Installation will comply with
ASTM recommended practice D-2321.
F. Force Main Pipe Pipe used in construction of force mains
shall be either ductile iron or PVC Class 200 conforming to AWWA
C-900.
G. Castings. All castings for manhole rings and covers, clean
out frames and covers, or other purposes, shall be cast iron
meeting the requirements of Specifications ASTM Designation A48,
Class 25. The quality shall be such that a blow from a hammer
will produce an indentation on a rectangular edge of the
castings, without flaking the metal. Before leaving the foundry,
all castings shall be thoroughly cleaned.
H. Manholes and Appurtenances
1. Manhole Base - The manhole base shall be a 48" diameter
pre -cast reinforced concrete pipe unit with all pipe
connections cored into the base. The pipe connectors
shall be installed with approved equipment by the pre-
cast supplier or the contractor.
2. Riser Section - Shall be 48" diameter, pre -cast
concrete conforming to ASTM C-478 and shall have a
minimal amount of reinforcement with a 6" minimum wall
thickness. The riser shall end with an eccentric cone.
3. Cover - Manhole frame and cover shall be Southbay
Foundry 1900 or equal, with a sealed blind pickhole and
24" clear opening, and the cover shall be lettered
"Sanitary Sewer". The frame shall be sealed to the
grade ring with rubber resin CONSEAL C5-101 or equal.
W
4. Manholes serving pipelines over -1611 in diameter shall
be 60" in diameter.
6.10 CONSTRUCTION REQUIREMENTS
A. Lines and Grades. All lines and grades will be given by the
Consultant and the Engineer shall be informed 24 hours in advance
of the times and places at which work is to be done in order that
lines and grades may be inspected and necessary measurements made
with a minimum of inconvenience and delay. All stakes and marks
once given shall be fully protected and preserved. Flow line
elevations shall be established at all changes in grade and at
50' intervals.
B. Excavation For Sewers.
1. Unless otherwise specified, the excavation for sewer
pipe shall be an open trench, excavated to 6" below the
bottom of the pipe. This undercutting shall be
refilled with suitable bedding material as specified in
Section 6.10F of these Specifications. Where the
trench is in granular or sandy material, the pipe may
be bedded in the native material in lieu of importing
bedding material providing it complies with the
specification of bedding material. The Engineer shall
determine the suitability of the native material.
2. When the trench is in an existing paved area, the
pavement shall be sawed or scored and broken ahead of
the trenching operations. The proper tools and
equipment shall be used in marking and breaking so that
the pavement will be cut accurately on neat and
parallel lines 12" wider on each side than the trench
width. When in the opinion of the Engineer the
remaining paving has been damaged, an additional 12"
shall be cut from each side to the approval of the
Engineer.
3. Whenever the bottom of the trench is soft, yielding, or
unsuitable as a foundation for the pipe, sufficient
crushed rock or coarse, clean gravel shall be rammed
into the soft material until, in the opinion of the
Engineer, a suitable condition is achieved. If such
treatment does not provide a proper foundation, the
unsuitable material shall be removed to a depth
determined by the Engineer, that when replaced with
bedding material, it will provide a stable foundation.
4. When water is encountered, the trench shall be kept de -
watered until the laying and jointing of the pipe, and
placing of the bedding material has been completed,
inspected, and approved. The Contractor shall place
not less than 6" of 2-1/2" maximum size rock below the
required bedding material, or otherwise de -water the
trench in a manner which has received prior approval of
39
the Engineer. Ground water pumped from the trench
shall be disposed of in such a manner as will not cause
or be a menace to the public. The manner employed to
dispose of water pumped from an excavation shall be
subject to the approval of the Engineer.
C. Tunneling Tunneling shall not be permitted unless approved
by the Engineer.
D. Laying Sewer Pipe The pipe shall be laid in conformity to
the prescribed line and grade, and each pipe length checked to
the grade lines. Three consecutive points shown on the same rate
Of slope shall be used in common, in order to detect any
variation from a straight grade. In case any such discrepancy
exists, the work shall be stopped and the discrepancy immediately
reported to the Engineer. In addition, a string line shall be
used in the bottom of the trench to insure proper alignment and
grade. A laser may be used in lieu of a string line.
Pipe shall be laid continuously upgrade with the bell of the
Pipe forward. Each length of pipe shall be laid on a firm bed
and shall have a true bearing for the entire length. No wedging
or blocking up of the pipe will be permitted.
Both bell and spigot shall be clean before the joint is
made, and care shall be taken that nothing but the joint -making
material enters the joints.
When for any reason, pipe laying is discontinued for an hour
or more, the open end of each line shall be closed with a close -
fitting stopper.
The Contractor's attention is called to the required use of
short lengths of sewer pipe to provide curves, flexibility, and
prevent cracking or shearing failures. The use of short lengths
Of pipe is particularly required but not necessarily limited to
these locations: (1) inlets and outlets to all manholes; and
(2) vertical and horizontal curvilinear sewers.
E. Pipe To Be Placed By Boring Or Jacking. The work contemplated
under this heading consists of Placing Pipe in a conductor pipe
under a paved roadway, street, or railroad to a true line and
grade as shown on the plans, by means of boring or
operations. The equipment and method of operation shallnbe
pproved by the Engineer before proceeding with the work.
The excavation for the boring operation shall be kept to a
minimum, but shall be of sufficient dimensions to satisfactorily
complete the work. If so required, bracing and shoring shall be
provided to adequately protect the workmen and the roadway or
railroad.
The conductor pipe shall be placed closely behind and in
conjunction with the boring operation. The bored hole shall be
not more than 2" in diameter larger than the conductor pipe.
40
Guide rails shall be accurately set to line and grade shown
the plans.
Oh
The pipe to be placed inside the conductor
Pipe shall have
non -rigid joints and shall be installed by the use e suitable
centering devices. A one sack cement
into the conductor 1 grout shall then be
around the P Pe fu completely fill the anular spacPumped
pipe for its full length.
F. Trench Backfill.
1• Bedding material, approved b
the minimum standards listed ybelow, shthe all and meeting
and compacted to 90% relative com shall be deposited
uniformly on both sides of the Paction in the trench
of the trench and to a Pipe for the full width
pipe, depth of 12" over the top of the
Sand Equivalent
20
Sieve Size
Percentage PassingSieve
1"
No. 4 100
No. 200 80-100
0-15
The sand equivalent of 20 shall also be required
outside of the roadway prism.
2• The balance of the backfill shall contain no rock,
stones or boulders in excess of 4"
in its re
dimension, and shall be free from all deleterioust
matter. It shall be compacted to a
Of 90% for the remainder Of the trench, except
e compaction
top 12" shall be brought to 95%. except that the
and around any and all The backfill under
Pipes s
consolidated before an hall be thoroughly
y additional material is placed.
3. Compaction methods must be carried out so
displacement of the pipe results. no damage or
4• Any trenches improperl
occurs, shall be y backfilled, or where settlement
proper cshall be reopened to the depth required for
then refilled and compacted, with
the surface restored to the required grade and
compacted and smoothed off.
5. All waste material shall be disposed of outside of the
City right of way or as approved by -the Engineer.
G. Manholes. The manhole base shall be a
concrete pipe unit with all Precast reinforced
Pipe
conne
The pipe connectors shall beinstalledcwith saporov into the base.
the precast supplier or the contractor, or HDPE pipe shall
e
be connected using KOR-N-SEAL or PVC or HDPE equipment by
equal pipe connectors. Manholes
41
to be constructed over pre-existing sewer mains may use aP oured-
in-place base upon approval by the City Engineer.
The invert shall be completed in a single
diameter channel invert shall be shaped to g grade in and the full
The radius of any invert curve must extend from wall tto wallhe so
that the finished invert does not restrict the insertion of
cameras or cleaningntoso
and shelf shall recceivela steel trowelled finis
Pipes. The surface of the channel
the shelf shall be 1'' in 12", a The slope of
acceptable providing the Precast inverts are also
y meet invert standards.
Collar shall be Class "A" concrete and trowelled to street
grade, and allowed to cure 48 hours
prior to any traffic use.
Adjustment rings shall be 3" or 6'1,
frame shall not exceed 18". Grade rings shallobecsealeto of
d top
e
joint with rubber resin CONSEAL CS -101 or e
not be obtained to the existing surface with a standard grade goal. If grade can
ring and rubber resin, then no more than 2" of non -shrink
may be added between the last set ofg
joint shall then be sealed on the Outside r grout
rings.The routed
With staples. grade ring
When adjusting an existing manhole to
grade and the total
depth of the throat from the to
the throat exceeds 24�� P of the frame to the bottom of
upperOf the
removed to the first full-sizemanholel section. manhole shall be
Portion shall then be reconstructed as outlined above•The Aper
The
ne
all be
positionedooverhmanholeeinletrlor Straight side of cone shall b
inlets. Concentric cones over mid -point of multiple e
written a may be used only in special cases with
approval of the Engineer.
Riser joints shall be set with but 1
NEK). Outside of all joints shall be y rubber sealant (RUB'R-
grout. grouted with a non -shrink
Vacuum tests shall be conducted on newly constructed
manholes. Preliminary
construction after all connectionsaremadeing , take
backfilling.Place following
Test results derived from this test bwill eallow time
for necessary repairs to be completed before further const
proceeds and hinders such repairs. Final tests must be Performed
after the manhole has been backfilled.
A vacuum of 1011 Hg shall be maintained without a drop in
vacuum of over 1" Hg for the prescribed duration.
42
VACUUM TEST TIMETABLE
DEPTH -FEET DIAMETER -INCHES
H. House Service Lateral House service laterals shall be
constructed as shown on the Standard Drawings.
Whenever house service laterals are to be installed as part
of the contract for the construction of the lateral sewer, the
use of wye or tee saddles will not be permitted.
That portion of any house service lateral to be placed under
an existing curb and gutter and/or sidewalk shall be done by
tunneling. Cutting of the existing curb and gutter and/or
sidewalk will not be permitted.
All house service laterals shall be considered as part of
the lateral sewers for the purpose of the hydrostatic test as set
forth herein.
The location of house service laterals shall be permanently
indicated by embedding the letter "S" in the curb face directly
above the line. In new subdivisions when the house service
laterals are installed before the curb is constructed, it shall
be the sewer contractor's responsibility to place the "S" in the
curb after it is poured. When house service laterals are
constructed in existing easements or streets where curbing does
not exist, 1/2" x 36" steel rebar shall be driven in the ground
to 2" below the surface directly above the service line at the
property line. Every house service lateral shall be so marked
before final acceptance will be given of any job.
I. Connection To Existing Manholess Connections to existing
manholes shall be made by coring a hole of the proper diameter
into the manhole and using KOR-N-SEAL or equal pipe connectors.
Flow through the manhole shall be channeled according to the
instruction for constructing manhole inverts and as shown on the
standard manhole drawing.
The Contractor shall notify the Engineer 24 hours in advance
before any connection is made to existing structures. He shall
schedule his work so that interruption of flow is held to a
minimum.
43
48"
60"
72"
4'
10
SEC.
13 SEC.
16
SEC.
8'
20
SEC.
26 SEC.
32
SEC.
12'
30
SEC.
39 SEC.
48
SEC.
16'
40
SEC.
52 SEC.
64
SEC.
20'
50
SEC.
65 SEC.
80
SEC.
24'
FOR EACH ADDITIONAL 2' ADD
60
05
SEC.
78 SEC.
96
SEC.
SEC.
6.5 SEC.
08
SEC.
H. House Service Lateral House service laterals shall be
constructed as shown on the Standard Drawings.
Whenever house service laterals are to be installed as part
of the contract for the construction of the lateral sewer, the
use of wye or tee saddles will not be permitted.
That portion of any house service lateral to be placed under
an existing curb and gutter and/or sidewalk shall be done by
tunneling. Cutting of the existing curb and gutter and/or
sidewalk will not be permitted.
All house service laterals shall be considered as part of
the lateral sewers for the purpose of the hydrostatic test as set
forth herein.
The location of house service laterals shall be permanently
indicated by embedding the letter "S" in the curb face directly
above the line. In new subdivisions when the house service
laterals are installed before the curb is constructed, it shall
be the sewer contractor's responsibility to place the "S" in the
curb after it is poured. When house service laterals are
constructed in existing easements or streets where curbing does
not exist, 1/2" x 36" steel rebar shall be driven in the ground
to 2" below the surface directly above the service line at the
property line. Every house service lateral shall be so marked
before final acceptance will be given of any job.
I. Connection To Existing Manholess Connections to existing
manholes shall be made by coring a hole of the proper diameter
into the manhole and using KOR-N-SEAL or equal pipe connectors.
Flow through the manhole shall be channeled according to the
instruction for constructing manhole inverts and as shown on the
standard manhole drawing.
The Contractor shall notify the Engineer 24 hours in advance
before any connection is made to existing structures. He shall
schedule his work so that interruption of flow is held to a
minimum.
43
J. Testing of Gravity Sewer Lines Prior to final approval, all
gravity sewer lines shall be tested for leakage by a low pressure
air test and for deflection by the use of a mandrel according to
the following instructions:
1. A wetted interior pipe surface is desirable and will
produce more consistent test results. Where practical,
clean the line with cleaning balls prior to testing, to
wet the pipe surface and eliminate debris.
2. All new pipe shall be low-pressure air tested to insure
the integrity of the pipe and joints.
3. Air testing shall be performed by the contractor.
Equipment used shall meet the following minimum
requirements:
a. Pneumatic plugs shall have a sealing length equal
to or greater than the diameter of the pipe to be
inspected.
b. Pneumatic plugs shall resist internal test
pressures without requiring external bracing or
blocking.
C. All air used shall pass through a single control
panel.
d. Three individual hoses shall be used for the
following connections:
* From control panel to pneumatic plugs for
inflation.
* From control panel to sealed line for
introducing the low pressure air.
* From sealed line to control panel for
continually monitoring the air pressure rise in
the sealed line.
4. Air testing procedures shall follow guidelines outlined
in ASTM specifications C828, C924 and/or Uni-Bell B6,
(see ASTM C828, C924 and Uni-Bell B6). All pneumatic
plugs shall be seal tested before being used in the
actual test installation. one length of pipe shall be
laid on the ground and sealed at both ends with the
pneumatic plugs to be checked. Air shall be introduced
into the plugs to the manufacturer's recommended
inflation pressure. The sealed pipe shall be
pressurized to 5 PSIG. The plugs shall hold against
this pressure without bracing and without movement of
the plugs out of the pipe.
After a manhole to manhole reach of pipe has been
backfilled and cleaned, and the pneumatic plugs are
44
checked by the above procedure, the plugs shall be
placed in the line at each manhole and inflated to
manufacturer's recommended inflation pressure. Low
pressure air shall be introduced into this sealed line
until the internal air pressure reaches 4 PSIG. At
least two minutes shall be allowed for the air pressure
to stabilize. After the stabilization period (3.5 PSIG
minimum pressure in the pipe), the air hose from the
control panel to the air supply shall be disconnected.
The portion of line being tested shall be termed
"Acceptable" if the allocated line pressure decreases
less than one PSI in the time shown for the given
diameters in the following table:
Nominal Pipe Size
Inches
Time
Minutes per 100 Feet
4 . . . . . .
. . . . . . .3
6 . . . . . .
. . . . . . .7
8 . . . . . .
. . . . . . 1.2
10 . . . . . .
. . . . . . 1.5
12 . . . . . .
. . . . . . 1.8
15 . . . . . .
. . . . . . 2.1
18 . . . . . .
. . . . . . 2.4
21 . . . . . .
. . . . . . 3.0
24 . . . . . .
. . . . . . 3.6
In areas where ground water is known to exist, the
height in feet shall be divided by 2.35 to establish
the pounds of pressure that will be added to all
readings. (For example, if the height of water is
11-1/2 feet, then the added pressure will be 5 PSIG.)
If the installation fails to meet this requirement, the
contractor shall, at his own expense, determine the
source of leakage. He shall.perform a leak location
test and then repair or replace all defective materials
and/or workmanship.
5. Joints
Individual joint air tests shall be performed on pipe
over 24" in diameter according to ASTM C1103-89.
6. Deflection Test
Mandrel test (deflection test) shall be performed by
the contractor in order to verify the roundness and
proper installation of the pipeline.
A. Mandrels shall be approved by the Engineer with
proving rings prior to use and shall meet the
following requirements:
a. Mandrel Sizing: The outside diameter of the
45
mandrel shall be fabricated to the following
specification:
Base Pipeline Diameter - (Percent of
deflection limit times base pipeline
diameter) = Mandrel diameter. In accordance
with ANSI/ASTM D-3034 and F-679
b. Mandrel Construction: The contact area of
the fins shall be equal to the nominal inside
diameter of the pipe.
B. Deflection Test
The deflection test shall consist of testing pipe
for proper installation by the method outline:
(See ASTM D3034).
After the pipeline has been installed and backfill
materials have been compacted to their required
standard densities (called out in ASTM D 2321 or
other applicable standard), the mandrel shall be
pulled by hand through the pipeline with a
suitable rope or cable that is connected to an
eyebolt at one end of the gauge. A similar rope
or cable shall be attached to the eyebolt at the
opposite end of the mandrel and tension shall be
applied to it. This will insure that the mandrel
maintains its correct position during testing and
also to remove the mandrel if it should become
lodged in an excessively deflected pipeline.
Winching or other means of forcing the mandrel
through the pipeline are unacceptable.
Pipeline deflection testing performed within 30
days of installation shall have a deflection not
exceeding 5% of the base inside pipe diameter as
established by ASTM Standards D3034 and F679
listed in the following table:
Deflection Gauge
Dimensions:
SDR 35
Nominal
Average
Base
5% Deflection
Size
I.D.
I.D.
Gauge
6"
5.893
5.742
5.46
8"
7.891
7.665
7.28
10"
9.864
9.563
9.08
12"
11.737
11.361
10.79
15"
14.374
13.898
13.20
18"
17.564
16.976
16.13
21"
20.707
20.004
19.00
24"
23.296
22.480
21.36
27"
26.258
25.327
24.06
46
Pipeline deflection testing performed 30 days
beyond the date of installation shall have a
deflection not exceeding 7.5% of the nominal.
inside diameter or as established otherwise by the
applicable governing body.
C. A permanent record of all testing with locations
where excessive pipeline deflections occur shall
be kept by the Contractor and forwarded to the
Engineer after completion of testing on each line.
D. The Contractor shall immediately replace all
sections of pipe which -deflect more than 5%
(or 7 1/2%) .
E. All material and labor required for testing and
replacement of pipelines shall be furnished by the
contractor and the cost thereof included in the
prices bid for furnishing and laying sewers.
K. Testing of Force Mains Force mains shall be hydrostatically
pressure tested in accordance with the manufacturer's
recommendations for the type of pipe being installed.
L. Cleaning. Prior to the acceptance of any sewer line by the
City, the Contractor shall clean all lines with a Wayne -type
sewer cleaning ball under hydrostatic pressure. Any stoppage,
dirt or foreign matter shall be removed from the lines. All
cleaning and testing of sewer lines shall take place after all
construction work is completed, up to but not including the final
paving. The system will be inspected after final paving is
completed and any damage to the system during final paving and
cleanup will be corrected before approval.
M. Video Testing A televised inspection of a newly constructed
or modified sewer line may be required before final approval is
granted. At the discretion of the City Engineer, a copy of a
video tape inspection (VHS -1/211) shall be provided to the City
for their inspection and records.
N. Replacement of Road Surfaces Paving replacement shall not
proceed until the full requirements of Section 6.10 K has been
met to the satisfaction of the Engineer, but in no less than 10
days after backfill has been completed.
1. The replacement of roadway structural section over all
cuts in existing bituminous pavement shall be 6"
minimum of aggregate base and 2" minimum of Type B
asphalt concrete. In no case shall the structural
section be less than the existing adjacent pavement
section.
Until the permanent pavement is placed, the material at
the surface of the trench shall be maintained at all
times at a grade level with the street, suitable for
47
the safe passage of traffic. When ready for repairing,
the upper portion of the trench shall be excavated to a
depth sufficient for installation of the required
structural section. Aggregate base shall be placed,
compacted and graded. Edges of the existing asphalt
concrete shall be trimmed to provide a neat and
straight vertical joint. The joint face shall then be
cleaned and tacked with asphaltic emulsion. Type B
asphalt concrete shall be placed in accordance with
Section 39 of the State Standard Specifications.
2. Where the sewer trench follows the edge of pavement or
is placed in an existing shoulder, the top 6" of the
backfill shall consist of Class II aggregate base
compacted to 95%.
Shoulders having a greater depth of base material than
6" shall be replaced with a thickness at least equal to
that removed and the approval of the Engineer as to the
exact type of replacement in such cases is required.
The finished replacement shall be rolled and finished
to make the best possible connection to the existing
pavement.
3. Any exceptions to the above will be indicated on the
plans, except that replacements of heavier pavements
shall be of a thickness at least equal to that removed,
with the approval of the Engineer.
4. The replacement of all pavement and shoulder surfaces
as designated above shall be in conformance with
SECTION 4 ROADS, of these specifications as to
materials and methods of construction.
O. Temporary Pavement In any case where a trench is cut across
a main thoroughfare, or if noted on the drawings, a temporary
asphalt plant -mix -cutback surface shall be placed immediately
after the backfill has been completed and removed just prior to
placing the permanent surfacing material.
M
SECTION 7 - MISCELLANEOUS
7.01 FENCING
A. Where these specifications require chain link fencing, such
fencing shall be constructed in accordance with the following:
1. Chain link fence for drainage channel enclosure shall
be Type CL -6 as specified in Section 80-1.01 of the
State Specifications, with or without extension arms
and barbed wire as specified.
2. Chain link fence shall be of the materials and
construction as specified in Section 80-4 of the State
Specifications.
3. Drive gates and walk gates will be provided, complete
with master keyed locks and keys, at such locations as
specified by the Engineer for the purpose of
maintenance vehicles and personnel.
4. Attention is called to Section 5.03C of these
Specifications for easement requirements of open
channels. The fence shall be located 6" within the
required easement lines and shall provide sufficient
room for maintenance vehicles as set out, or as
specified by the Engineer.
7.02 UTILITIES
A. General. Unless otherwise specified in project approval,
utility installation for conditional use permits, precise plans,
parcel maps and tract maps shall be installed underground, and
shall include electrical, telephone, gas and cable television.
Utility plans shall be prepared in conformance with Section
2.04B of these specifications and shall be located according to
Standard Drawing 703 wherever possible.
7.03 STREET TREES
Street trees, when required, shall be spaced at the required
interval and shall be planted in accordance with Standard
Drawing 417.
49
CITY OF ATASCADERO
STANDARD SPECIFICATIONS & DRAWINGS
INDEX TO DRAWINGS
SECTION 4 - ROADS
DRAWING NO.
Rural Local
401
Rural Hillside Local
402
Rural Collector
403
Rural Hillside Collector
404
Local
405
Collector
406
Arterial
407
Rural Road Design Standards
409
Urban Road Design Standards
410
Stopping Sight Distance On Sag Vertical Curves
411
Stopping Sight Distance On Crest Vertical Curves
412
Stopping Sight Distance On Horizontal Curves
413
Minimum Sight Distance for Driveways and
Intersecting Roads with Stop Control
414
Typical Cul -De -Sac
415
Typical Knuckle
416
Sidewalk Tree Planting
417
Curbs
418
Sidewalks
419
Sidewalk Ramp
420
Cross Gutters
421
Special Cross Gutter Steep Slopes
422
Driveway Approach with Concrete Curb and Gutter
423
50
INDEX TO DRAWINGS
Continued
SECTION 4 - ROADS
DRAWING NO.
Driveway Approach with
A.C. Dike
424
Driveway Approach with
Valley Gutter
425
Standard Street Monument
426
Standard Street Sign
427
Wood Beam Barricade
428
Fire Access Standards
(Private Roads)
429
Fire Access Standards
(Private Roads)
430
SECTION 5 - STORM DRAINAGE
Storm Drain Manhole 501
Storm Drain Inlet 502
Rural Drainage Inlet - Roads with A.C. Dike 503
Rural Drainage Inlet - Roads without A.C. Dike 504
Nomograph - Time of Concentration 505
Coefficient of Runoff Table 506
Rainfall Intensity Duration Curve 507
Detention Basin Detail 508
Sidewalk Underdrain 509
Sidewalk Underdrain, Steel Covered 510
Sidewalk Underdrain With Pipes 511
SECTION 6 SEWERAGE
Water and Sewer Crossing Details 601
Sewer and Water Parallel Construction 602
Sewer Lateral Location 603
Steep Sewer Service Laterals 604
51
INDEX TO DRAWINGS
Continued
SECTION 6 - SEWERAGE DRAWING NO.
Sewer Cleanout
605
Typical Eccentric - Cone Precast Concrete Manhole 606
Typical Drop Manhole 607
Sewer Manhole Cover 608
SECTION 7 - MISCELLANEOUS
Water Service/Hydrant Locations 701
Backfill Requirements for Water or Sewer Lines 702
Location of Utilities 703
NP\91129.AT
52
REVISIONS APPROVALS
DESCRIPTIONS BY DATE APPROVED COUNCIL RESOLUTION NO.
26-92 3/10/92
MINIMUM
R/W: 40' .EXISTING ROADS
50' NEW ROADS
-30'
4' 10' 10' 4' 2'-
2" MIN. TYPE
"B" A. C. (TYP.)
�7
q� 5% 2% 2%
-9�
6" MIN. CLASS II
AGG. BASE (T)P.)
TYP E A
32'
3'3'
13 13
ASPHALT DIKE AND
MIN. MINA
2" MIN. TYPE
PAVED SHOULDERS TO
2.7
"B" A. C. (TYP.)
BE INSTALLED WHERE
NEEDED TO CONTROL
57.
DRAINAGE OR EROSION.
2%2% 59,
CkY Q?
*
2'1
6" MIN. CLF
AGG. BASE (TYP,)
TYP E B
* NOTE: AS AN
ALTERNATE THE
CHOKER
CAN BE ELIMINATED
AND THE AGG. BASE CARRIED
TO THE
HINGE POINT.
DRAWN BY:
R.A.L.
CITY OF ATASCADERO
ENGINEERING DEPARTMENT
DRAWING NO.
DESIGNED BY:
TYPICAL SECZIONS
DATE
-9z
RURAL LOCAL
401
FILE NAME:
REVISIONS
APPROVALS
DESCRIPTIONS BY DATE APPROVED COUNCIL RESOLUTION NO.
26-92 3/10/92
MINIMUM
R/W: 50'
46'
6 16' 16'-
6'
4
4 12' 12'
4
BIKE
BIKE
2" MIN. TYPE
"B" A. C. (TYP.)
q �� �5=
2% 2%
59,
ce co
6" MIN. CLASS II
AGG. BASE (TYP)
TYPE A
4 '
16' 16'
4
4'
BIKE '--12'--12'
4'
BIKE
2" MIN. TYPE
"B' A.C. (TYP.)
�`
Sg
2% 2%
cy
49
6" MIN. CLASS II
AGG. BASE (TYP) * NOTE: AS AN
ALTERNATE THE
CHOKER
CAN BE ELIMINATED
AND THE
AGG. BASE CARRIED
6' TYPE B
2' 4'
2%
TO THE
HINGE POINT.
2" A.C. OR
GRAVEL WALKWAY
ON DESIGNATED
STREETS AS
APPROVED
BY THE ENGINEER
(MAY MEANDER WITHIN 6' ZONE)
DRAWN BY:
R.A.L.
CITY OF ATASCADERO
ENGINEERING DEPARTMENT
DRAWING NO.
DESIGNED BY:
S.J.S.
TYPICAL SECTIONS
D TE:
2/27/92
RURAL COLLECTOR
403
FILE NAME:
AT403. D WG
REVISIONS APPROVALS
DESCRIPTIONSBY DATE APPROVED COUNCIL RESOLUTION NO. _26-92 3
MINIMUM R/W: 40' EXISTING ROADS
50' NEW ROADS
34'
4' 13'
2" MIN. TYPE
?'7 "B" A.C. (TYP
29.)
2%
2" A.C. WALKWAY
WHERE SPECIFIED
OR GRAVEL WHEN
APPROVED BY ENGR.
DRAWN BY:
R. A. L.
DESIGNED B
S.J.S.
D TE:
2 27 92
FILE NAME:
AT404.DWG
13'
2%
4'
59,'
9
MIN. CLASS11AS HALT DIKE AND PAVED
AGG. BASE (TYP) SHOULDERS TO BE INSTALLED
WHERE NEEDED TO CONTROL
DRAINAGE OR EROSION.
* NOTE: AS AN ALTERNATE THE
CHOKER CAN BE ELIMINATED
AND THE AGG. BASE CARRIED
TO THE HINGE POINT.
CITY OF ATASCADERO
ENGINEERING DEPARTMENT
TYPICAL SECTIONS
RURAL HILLSIDE COLLECTOR
DRAWING NO.
d@ Al
REVISIONS
APPROVALS
DESCRIPTIONS
BY
DATE APPROVED COUNCIL RESOLUTION NO. 26-92
3/10/92
MINIMUM R/W:
60'
RAW
R/W
60'
5'
5 MIN.
20' 20'
5.
MIN.
I
2"
MIN. TYPE
2
�..B"
A C (�) I
2�
2%
2% 2%
2 7
P.C.7SIDEWALK'
6" MIN. CLASS II
AGG. BASE
A" CURB
AND GUTTER
BY:
R.A.L.
CITY OF ATASCADERO
DESIGNED BY:
ENGINEERING DEPARTMENT DRAWING NO.
S.J.S.
IDRAWN
DATE:
TYPICAL SEC11ONS
2/27/92
406
FILE NAME
COLLECTOR
AT406.DW&-
REVISIONS APPROVALS
DESCRIPTIONS BY I DATE APPROVED COUNCIL RESOLUTION NO. 26-92 3 10 92
MINIMUM R/W: 100'
RIW R/W
100'
50' J 50'
10
8' 8' 512'12' 5' 12' 12' '
SIDE PARK BIKE TRAFFIC TRAFFIC TRAFFIC TRAFFIC BIKE PARK SIDE
WALK LANE AN LANE LANE LANE LANE LANE LANE WALK
oz
2" MIN. TYPE U-1 o
"B" A.C. (TYP) ¢ w
2�_
-2� I I 2%�
_2%
\
TYPE "A" 6" MIN. CLASS II
CURB & GUTTER AGG. BASE
BY:
R.A.L.
CITY OF ATASCADERO
ENGINEERING DEPARTMENT
DRAWING NO.
DESIGNED BY:
TYPICAL SECTIONS
S. J. S.
IDRAWN
D
27 s2
ARTERIAL
4Q7
FILE NAME:
AT407.DWG
CITY OF ATASCADERO DRAWING NO.
ENGINEERING DEPARTMENT 408
REVISIONS APPROVALS
DESCRIPTIONS BY DATE APPROVED COUNCIL
RESOLUTION N0. 26-92
3 10 92
11i3AI,: € OCJat,; L.C(�L�ECTCiE3:::>?>��:;<:
STANDARD HILLSIDE (1) STANDARD
PARAMETERS
RECD (2) LIMIT (3) RECD(2) LIMIT(3) RECD(2) LIMIT(3JZHIL�LS'TIDE(l) MIT (3)
DESIGN SPEED MPH 25 20 25 15 45
25
45 25
HORIZONTAL GEOMETRY
MINIMUM CURVE RADIUS (FT) 200 100 200 50 500 125
500
DISTANCE TO LATERAL
50
OBSTRUCTION FROM EP (FT)
-WITHOUT BERM 10 5 10 5 10 5
1
-WITH BERM 2 2 2
10 5
1 2 1
2 1
VERTICAL GEOMETRY
MAXIMUM GRADE (%) 10 15 15 Zp 8
12
MINIMUM GRADE (%) 0.5 0.3 0.5 0.3
10 15
0.5 0.3
MIN. STOPPING SIGHT DIST. (FT) 150 125
0.5 0.3
150 100 360 150
360 125
DRIVEWAY APPROACH
MAXIMUM WIDTH (FT) 20 20
20
MINIMUM WIDTH (FT) 16
20
12 16
MAXIMUM SLOPE (%) 20
12
20 20
MINIMUM SIGHT DIST. (FT) 150 100 100
20
50 200 150
125 1 75
1. HILLSIDE STANDARDS APPLY TO ROADS WITH EXISTING CROSS SLOPES 30% OR GREATER
OR AS DESIGNATED BY THE CITY ENGINEER.
2. THE RECOMMENDED DESIGN STANDARD IS THE MINIMUM STANDARD ALLOWABLE WITHOUT
SPECIAL APPROVAL BY THE CITY ENGINEER.
3. THE VALUES IN THIS COLUMN MAY ONLY BE USED IF APPROVED BY THE CITY ENGINEER
DUE TO CONSTRAINTS OF EXISTING TOPOGRAPHY OR AVAILABLE RIGHT OF WAY.
MITIGATION MEASURES WILL BE REQUIRED AS DETERMINED BY THE CITY ENGINEER.
EXCEPTIONS TO THESE STANDARDS
RR�W BY: CITY OF ATASCADERO
6GNED BY: ENGINEERING DEPARTMENT
DRAWING NO.
S.J.S.
02%27/92 RURAL ROAD
RLE NAME DESIGN STANDARDS
409
AT4-09. D WG
REVISIONS
APPROVALS
DESCRIPTIONS BY DATE APPROVED COUNCIL RESOLUTION NO. 26-92 3/10/92
LOCAL �OLLEC.TOR
DESIGN SPEED MIN. (MPH) (1) 25 35
ARTER.[AL
........:...:..:::
45
HORIZONTAL GEOMETRY
MINIMUM CURVE RADIUS (FT)
DISTANCE TO LATERAL
OBSTRUCTION FROM CURB FACE (FT)
MIN. SIDEWALK UNOBSTRUCTED
WIDTH (FT) (2)
250
575
1 100
1
1
1.5
4
4
G
VERTICAL GEOMETRY
MAXIMUM GRADE (%)
MINIMUM GRADE (%)
MIN. STOPPING SIGHT DIST.(FT)150
15
10
g
0.5
0.5
05
250
360
DRIVEWAY APPROACH
MAXIMUM WIDTH (FT)
MINIMUM WIDTH (FT)
MAXIMUM SLOPE (%)
20
25
36
16
16
16
20
15
15
1. HIGHER VALUE MAY BE REQUIRED BY THE ENGINEER
2. WIDEN SIDEWALK AS NECESSARY TO MAINTAIN MINIMUM
DRAWN B-
CITY OF ATASCADERO
ENGINEERING DEPARTMENT
DRAWING NO.
DESIGNED ETY
S:J.S.
URBAN ROAD
DESIGN STANDARDS
410
02/27/92
RLE NAME
AT410. DWG
IDI
S.
REVISIONS APPROVALS
DESCRIPTIONS BY DATE APPROVED COUNCIL RESOLUTION NO. 26-92
Z 16
W
015
L,i
X14
13
L 12
d
Q 11
010
Z
9
W
U 8
Z
Ld
ry- 7
w
LL-
LL- 6
Es
U 5
Q 4
LLJ
m 3
0
J
Q 2
3
L = CURVE LENGTH - FEET
A = ALGEBRAIC GRADE DIFFERENCE - %
S = SIGHT DISTANCE - FEET
V = DESIGN SPEED - M.P.H. FOR "S"
K = DISTANCE IN FEET REQUIRED TO
ACHIEVE A 1% CHANGE IN GRADE
K VALUE SHOWN IS VAUD WHEN S < L
WHEN S > L WHEN S < L
L=2S -400 + 3.5S L = AS
A 400 + 3.5S
DESIGN SPEED -- M.P.H.
N N 14-1
su
6b
-10
j5
bp
-- iuuu Iz_uu 14UU IbUU 1800 2000
LENGTH OF VERTICAL CURVE -- FEET
AWN BY: CITY OF ATASCADERO
SIGNED BY: ENGINEERING DEPARTMENT
SIG
I. S.
2 ` 92 STOPPING SIGHT ' DISTANCE
E NAME: ON SAG VERTICAL CURVES
All nwc
DRAWING NO.
411
0
u it 0
11 gory ih
��r-
O
q _ 1
6
6
1 S L
i
1 Inn
Ann
su
6b
-10
j5
bp
-- iuuu Iz_uu 14UU IbUU 1800 2000
LENGTH OF VERTICAL CURVE -- FEET
AWN BY: CITY OF ATASCADERO
SIGNED BY: ENGINEERING DEPARTMENT
SIG
I. S.
2 ` 92 STOPPING SIGHT ' DISTANCE
E NAME: ON SAG VERTICAL CURVES
All nwc
DRAWING NO.
411
REVISIONS
DESCRIPTIONS BY DATE APPROVED COUNCIL
SIGHT DISTANCE (S) MEASURED ALONG THIS LINE
n
OBSTRUCTION OF
CUTBANK
APPROVALS
TION NO. 26-92 3
HEIGHT OF EYE = 3.50 ....HEIGHT OF OBJECT = 0.50 FEET
LINE OF SIGHT IS 2.0 FEET ABOVE � INSIDE LANE AT POINT OF OBSTRUCTION
�n o Ln o Ln o u')
35
`n 'n -q-Ln DESIGN
W
W
W
I
E 30
Z
O
1—
25
Of
m
O
20
O
I—
W
U
Q 15
W
Q
J
U
J 10
W
Q
I—
Q
J 5
iuu zuO 300 400
SIGHT DISTANCE - FEET
DRAWN BY
R.A.L. CITY OF ATASCADERO
DESIGNED BY: ENGINEERING DEPARTMENT
S. J. S.
D TE: STOPPING SIGHT DISTANCE
2 27 92
FILE NAME: ON HORIZONTAL CURVES
AT413.DWG
500
SPEED
M.P.H.
DRAWING NO.
413
REVISIONS
ESCRIPTIONS 113Y DATE
R/W
ETW
I APPROVALS
ROVEDI COUNCIL RESOLUTION NO. 26-92 3
L L
I
SIGHT 12' ETW -JOBSTRUC��-b SIGHT OBSTRUCTION (TYP)
(TYPICAL)
LINE OF SIGHT IS FROM A POINT 3' HIGH ON
DRIVEWAY (� TO A POINT 3' HIGH ON ROADWAY !
NO SIGHT OBSCURING OBJECTS, CUT BANKS, ETC, OVER 3' IN HEIGHT
SHALL BE PERMITTED WITHIN THE SIGHT TRIANGLE. UTILITY POLES,
OPENLY SPACED TREES WITH NO FOLIAGE LOWER THAN 8', AND TRAFFIC
DEVICES ARE ALLOWABLE IF VISUAL OBSTRUCTION IS MINIMAL.
DRAWN BY: CITY OF ATASCADERO
R.A.L.
DESIGNED BY: ENGINEERING DEPARTMENT DRAWING NO. .
s.J.s. MINIMUM SIGHT DISTANCE FOR
DATE:
92 DRIVEWAYS AND INTERSECTING 414
FILE NAME: ROADS WITH STOP CONTROL
AT414.DWG
7
NO SIGHT OBSCURING OBJECTS, CUT BANKS, ETC, OVER 3' IN HEIGHT
SHALL BE PERMITTED WITHIN THE SIGHT TRIANGLE. UTILITY POLES,
OPENLY SPACED TREES WITH NO FOLIAGE LOWER THAN 8', AND TRAFFIC
DEVICES ARE ALLOWABLE IF VISUAL OBSTRUCTION IS MINIMAL.
DRAWN BY: CITY OF ATASCADERO
R.A.L.
DESIGNED BY: ENGINEERING DEPARTMENT DRAWING NO. .
s.J.s. MINIMUM SIGHT DISTANCE FOR
DATE:
92 DRIVEWAYS AND INTERSECTING 414
FILE NAME: ROADS WITH STOP CONTROL
AT414.DWG
REVISIONS APPROVALS
DESCRIPTIONS BY DATE APPROVED COUNCIL RESOLUTION NO. 26-923 /10/92
SIDEWALK SCORE MARKS THESE EDGES TO COINCIDE
WITH SIDEWALK SCORE MARKS
0�
.6'p. THIS EDGE TO COINCIDE
i O.: q.. ..o- ......:o-
A q WITH BACK OF CURB
of
u •. �O� o'O pO: o �00: o.' O:.
::• ooh o.:oo; :•o..o-b.,:.4 p°:,.. CURB
O c � °:o-0 • c -
p:0 o.:' . • °
�0.:o-0'e o•. o..'.bo-.o oo�:e.
NOTES:
PLAN VIEW
1. TREE SIZE TO BE COMPARABLE TO
STANDARD 15 GAL NURSERY STOCK.
2. TREES ARE TO BE SELECTED FROM
A LST OF THOSE APPROVED BY
THE CITY COMMUNITY DEVELOPMENT
DEPARTMENT.
3. BACKFILL HOLE WITH 50/50 MIX
OF COMMERCIAL PLANTING MIX AND
NATIVE SOIL
STAKE TEMPORARILY
2" MIN. SEPARATION IF NECESSARY 4. LOOSEN ROOT BALL, TAMP SOIL TO
ELIMINATE AIR SPACES, AND WATER
GRAVEL FLUSH WITH CENTER TRUNK SLOWLY TO PENETRATE ROOT BALL
SIDEWALK FOR SAFETY 5. MAINTENANCE IS THE RESPONSIBILTY
6" OF THE FRONTING PROPERTY OWNER.
f '
1-1/2 x DEPTH
j, OF ROOT BALL
30'
SECTION A- A
DRAWN BY:
R.A.L.
CITY OF ATASCADERO
ENGINEERING DEPARTMENT
DRAWING NO.
DESIGNED BY:
S.J.S.
SIDEWALK TREE PLANTING
417
D TE:
2 27/92
FILE NAME:
AT417. D WG
REVISIONS APPROVALS
DESCRIPTIONS
BY DATE APPROVED COUNCIL RESOLUTION NO. 26-92 3/10/92
1/2- R.
1-1 2" -EXPANSION JOINT
1/2" RADS
1/2"
3/4" RAD. FILLER
EXPANSION JOINT
6"
16"
PAVEMENT 3" 5" 3"
z
w WIDTH TO
10, THIS POINT
a- 6"
o
tTRUGTURE A.C. TYPE "B"
BACKFILL STRUCTURE
�ACK)=ILL
TYPE C A.C. DIKE
PAVEMENT WIDTH MEASURED TO THIS POINT w
6" 11-1/2" 18"
NOTE
1 2" R D. EXPANSION JOINTS
SHALL BE PLACED
3" I
3/4" RAD. o AT 25' INTERVALS,
6" 1 /4"
N AT ENDS OF ALL
\ 3" -_I- CURB RETURNS, AND
TEACH SIDE OF DRIVE-
RIVE-
3---177
3"WAY DEPRESSIONS.
1/2" RAD.
1 6" 1-3/4" THE INTERVALS
1/2" x 18"
14" �'1 BETWEEN EXPANSION
GREASED SMOOTH
JOINTS SHALL VARY
To ALLOW MATCHING
DOWEL OR #4
OF JOINTS ADJACENT
'.
REBAR W/SLEEVE
n q EXISTING IMPROVE -
AT ALL EXPANSION
`D STRUCTtJRE BxCKFILL. MENTS.
JOINTS AND
'
CONSTRUCTION JOINTS.
TYPE A
NOTE
1) TYPE "A" AND "C" CURB TO BE CLASS 'B' P.C.C.
2 DIKE TO BE TYPE 'B' A.C.
3 STRUCTURE BACKFILL PER SECTION 19-3.06 STATE STANDARD SPECS.
CURING METHOD —
CURING SHALL BE BY PIGMENTED CURING COMPOUND METHOD ACCORDING TO
THE
PROVISIONS OF SECTION 90-7 OF THE STATE STANDARD SPECIFICATIONS.
CURING COMPOUND SHALL BE WHITE PIGMENT TYPE.
DRAWN BY:
R.A.L.
CITY OF ATASCADERO
ENGINEERING DEPARTMENT
DRAWING NO.
DESIGNED BY:
CURBS
418
S. J. S.
D TE:
2 27/92
FILE NAME:
AT418. D WG
REVISIONS I APPROVALS
LDESCRIPTIONS PyIDATE APPROVEDCOUNCIL RESOLUTION NO. 26-92 3/10/9g
R/W
DESIGNED BY:
S. J. S.
M e rG-.
a
AT419.
R W
3'MIN 4�MIN.
10' MAX 2i
1. SIDEWALKS SHALL BE CLASS B CONCRETE; A MINIMUM OF 4" THICK.
2. STRUCTURE BACKFILL MATERIAL A MINIMUM OF 4" IN DEPTH AND COMPACTED
TO A MINIMUM OF 90% MAXIMUM DENSITY SHALL BE PLACED UNDER THE
SIDEWALK WHEN THE SUBGRADE HAS AN R—VALUE OF LESS THAN 70.
3. 1/2" EXPANSION JOINTS SHALL BE PLACED AT ALL CURB RETURNS, DRIVEWAYS
AND AT ALL INTERVALS NOT EXCEEDING 25'.
1/2" x 18' SMOOTH, GREASED DOWELS 24" O.C. TO BE PLACED THROUGH
THE EXPANSIVE JOINTS.
4. WEAKENED PLANE JOINTS SHALL BE A MINIMUM OF 1-1/4" IN DEPTH AT
INTERVALS NOT TO EXCEED 5'.
5. SIDEWALK WIDTH IN COMMERCIAL AREAS TO BE DETERMINED BY THE
ENGINEER.
CITY OF ATASCADERO
ENGINEERING DEPARTMENT
SIDEWALKS
DRAWING NO.
419
REVISIONS APPROVALS
DESCRIPTIONS BY DATE APPROVED COUNCIL RESOLUTION NO. 26-92 3 /10/92
2%
� MAX.
A SIDEWALK, THICKNESS (T) SHALL
BE 4' AND SHALL HAVE A
12' WIDE BORDER WITH 1/4-
GROOVES
/4'GROOVES APPDXIMATELY
3/4" O.C. SEE GROOVING
DETAIL BELOW. THE RAMP SHALL
BE GROOVED IN A HERRINGBONE
PATTERN APPROXIMATELY
z_
1-1/2' 0. C.
A
12.51 MAX
AT CURB
USE GROOVES ON SLOPING 12 4' MIN.
PORTION OF RAMP WHEN if, MAX
LOCATED IN CENTER OF
CURB RETURNS
ROUNDED 2%
SEE LIP /�-------- MAX.
DETAIL �� I a T=4"
MAX-
SECTI ON A- A
45°
1/2'
APPROX 3/4' ON BORDER;
LIP DETAIL 1-1/2' ON SLOPING PORTION
OF THE RAMP
'« .0.� Vie:.`,: .:.ti' t ...,`- .. 4••
�j
1/4-
GROOVING
/4'GROOVING DETAIL
DRAWN BY:
R.A.L CITY OF ATASCADERO DESIGNED BY: ENGINEERING DEPARTMENT DRAWING NO.
S.J.S.
D TE. SIDEWALK RAMP 420
2 TE 92
FILE NAME:
AT420. D WG
REVISIONS
DESCRIPTIONS R
APPROVALS
TE �COUN�CIL RESOLUTION NO 26-9Z
(3) 1/2" m SMOOTH DOWELS (4) #4 CONTINUOUS
A
0.70 x C.F. RADIUS
w
ly-
mSTANDARD
# 4 ® 4' 0" O.C. A EXPANSION
v 1/2" EXPANSION IJOINT MATERIAL JOINTS
#4 ® 18" O.C. 3" CLEAR
STD. EXPANSION JOINT
PLAN
3' 3' 3.
3'
00 A.C. PAVING
4%
(4) #4 EQUALLY SPACED
3" CLEAR
SECTION A- A
#4 ® 4'-0" 0. C.
PROJECT SECTION
NOTES:
1. ALL CONCRETE SHALL BE CLASS 'B' P.C.C., MIXED AND PLACED IN ACCORDANCE
WITH THE APPLICABLE SECTIONS OF THE STATE STANDARDS SPECIFICATIONS.
2. ALL FLATWORK SHALL BE 8" THICK.
DRAWN BY:
R.A.L. CITY OF ATASCADERO
DESIGNED BY: ENGINEERING DEPARTMENT DRAWING NO.
S.J.S.
2 2 • 92 CROSS GUTTERS 421
FII F NAME-
REVISIONS APPROVALS
DESCRIPTIONS BY DATE APPROVED COUNCIL RESOLUTION NO. 26-92 3 10 92
FORMULA FOR
L=KGS /G3
(G2 NORMALLY s-- G3)
/3
��3 \
\ \
K
G2
oZ
\��
G
6'
NOTE:
SPANDRELS, CROSS GUTTER,
AND INCREASED CROSS GUTTER
WIDTH SHALL BE THE SAME
P.C.C. THICKNESS AND
REINFORCEMENT AS PER CITY
OF ATASCADERO DRAWING NO. 421
L
N
o �
rn
CT
00
cfl
Ln
N
rz
4 3 2 1
G%
2
GRAPH USED TO DETERMINE "K" ONLY
DRAWN BY:
L.
CITY OF ATASCADERO
ENGINEERING DEPARTMENT
DRAWING NO.
BY:
S. J. S.
SPECIAL CROSS GUTTER
STEEP SLOPES
422
lR.A.DESIGNED
D TE:
2 27 92
FILE
FILE NAME:
REVISIONS APPROVALS
DESCRIPTIONS BY DATE APPROVED COUNCIL RESOLUTION NO. 26-92
3Z10/92
PROPERTY UNE
DR I VEWA Y'l/'
RESIDENTIAL: 12'MIN
20' MAX.
COMMERCIAL: 16'MIN.
36" MAX.
1/2" EXPANSION
JOINT
^`
N
O
I
m
X
M
�EI
I
D
II I
O
v
PP OA H A RON
I I
Z
c_
Z
I � Ll
GUTTER FLOW LINE
GUTTER ��.
PLAN
3' VARIABLE 3'
12"
RADIUS
TOP OF CURB
---APPROAC�APRON
DEPRESSED CURB
\
12' RADIUS
P GUTTER FLOW UNE
1/2'
EXPANSION JOINT 1/2` EXPANSION JOINT
ELEVATION
SAME AS SIDEWALK
6 2%
1" LIP
-': P.C.C. CLASS g� ..:-.:.:.:: • ..
6'
SLOPE BACK OF
SECTION SIDEWALK TO GUTTER
R.A.L.
CITY OF ATASCADERO
ENGINEERING DEPARTMENT
DRAWING NO.
S.J.S.
DRIVEWAY APPROACH
WITH CONCRETE CURB & GUTTER
423
2 T'
FILE
AT423. D WG
REVISIONS
APPROVALS
DESCRIPTIONS BY I DATE APPROVED COUNCIL RESOLUTION NO. 26-92 3110 92
P�
�O
LOT INES�
12" 36' COMM ASPHALT
AMPCONCRETE
H IAL MIN
16'
MAX 36,
R S1DEN77AL
MIN 12•
PAVEMENT • MAX 20•
�
DIKE
CLASS 11
AG G BASE
�.
PERSPECTIVE VIEW
NO SCALE
VARIABLE +
2' MIN. TYPE "B' 6,
A.C. SURFACE
2%
2%
SEE DWG. NO. 418
� FOR DIKE DETAILS
6' MIN. CLASS II AGG. BASE
SECTION
* PAVING MAY BE REQUIRED BEYOND THE R/W UNE IF NECESSARY
TO
CONTROL SILTING OF THE GUTTER
P.C. CONCRETE MAY BE USED AS AN ALTERNATIVE PER DRAWING
NO. 423
DRAWN BY:
R.A.L.
CITY OF ATASCADERO
ENGINEERING DEPARTMENT
DRAWING NO.
DESIGNED BY:
DRIVEWAY APPROACH
WITH AC DIKE
424
S.J.S.
D TE:
2 27/92
FILE NAME:
AT424.DWG
REVISIONS APPROVALS
DESCRIPTIONS I BY I DATE APPROVED COUNCIL RESOLUTION NO 26-92 3
R/W i DRIVEWAY_i _ _ i DRIVEWAY
O VALLEY GUTTER (4' TYP.) O RAW
2
- - - EXIST. DRAINAGE - - -
MIN 5' RADIUS
--m 77- -7i�--
------
5' �'� EXIST E.P.JT W
MIN O 0
RIGHT-OF-WAY
PLAN
PAVEMENT
VARIES
VARIES
10' MIN
EXISTING _ I ROAD BED
4' TYP:
VIEW
N.T.S.
VARIES 25' MIN.
8' MIN VERTICAL
CURVE
4' MIN
PROFILE VIEW
N.T.S.
\-6" (MIN) CLASS II AGG. BASE
2- 2% NOTES:
12.Z i MAX 1. W = WIDTH OF DRIVEWAY
ml RESIDENTIAL: 12' MIN - 20' MAX
COMMERCIAL- 16' MIN - 36' MAX
O 2. TERMINATE CONCRETE DRIVEWAYS AT THE PROPERTY
DETAIL LINE. EXTEND ASPHALT TO EDGE OF ROADWAY.
VALLEY GUTTER 3. VALLEY GUTTER DEPTH AND LOCATION
IS VARIABLE AND SHALL BE BASED UPON
N.T.S. LOCATION AND VOLUME OF DRAINAGE.
SEE VALLEY GUTTER DETAIL
DRAWN BY: CITY OF ATASCADERO
DESIGNED BY: ENGINEERING DEPARTMENT DRAWING NO.
DESIG
S.J.S.
° TE: DRIVEWAY APPROACH 425
2 27 92
FILENAME: WITH VALLEY GUTTER
REVISIONS
APPROVALS
DESCRIPTIONS BY DATE APPROVED COUNCIL RESOLUTION NO. 26-923 1092
COVER LETTERED
"MONUMENT"
2-1 4"
OR
"SURVEY"
BURNISH ENTIRE
TOP SURFACE
COVER BOTTOM NO SCALE
A 13-3Z4-
COMMERCIAL
DSAND.
BRASS RN
LEAVE ROUGH. ' 2 1/4"
_ A
3/4" DIA.
ANNCHOR OR ..
PIN, TYP.
(3) THREE
PLACES./421
CAP SECTION
NOTE:
1. ENGINEER OR SURVEYOR SETTING THE MONUMENT SHALL
INDICATE EXACT POINT BY MARKING A CROSS ON THE CAP.
HE SHALL ALSO STAMP HIS LICENSE TYPE & NUMBER.
2. MONUMENT WELL TO BE BROOKS PRODUCTS No. 4TT OR
ISOMETRIC
EQUAL.
LETTERS DEPRESSED
1/32" DEEP "U" CUT
AFTER BURNISHING.
RISER RING
NO SCALE
L 7' I 13-3/4"
7" I
PAVEMENT SCA
CONCRETE +
N 10-1 4" DI .COLLAR
COLLAR
BRASS Z
CAP
`SUR Ey '�
V
�NE�
UM
30"
2" GALVANIZED
IRON PPE FILLED
CAP PLAN
WITH CONCRETE SECTION A-A
NO SCALE
DRAWN BY:
R.A.L.
CITY OF ATASCADERO
ENGINEERING DEPARTMENT
DRAWING NO.
DESIGNED BY:
'S.J.S.
STANDARD
STREET MONUMENT
426
2 27 92
FILE NAME:
AT426. D WG
REVISIONS
APPROVALS
DESCRIPTIONS BY DATE APPROVED COUNCIL RESOLUTION NO. 26-92 3/10/92
#:::---
1
VARIES
1 4'�
.091"LISS
I
SIGN DETAIL
0 0
° o rt 0
FRONT FRONT
POST -TO -SIGN SIGN -TO -SIGN
ASSEMBLY DETAIL
� 1
NOTES:
1. SIGN BLADES TO BE EXTRUDED ALUMINUM,
z
_
\
6063—T6 ALLOY, DEGREASED AND ETCHED
ao
WITH GREEN SCOTCHUTE APPLIED TO BOTH
7' MIN.
SURFACES.
SIDEWALK INSTL2" STD.
2. POST—TO—SIGN BRAKET TO BE DIE—CAST,
(WHERE REQUIRED) GALV.
360 ALLOY WITH TWO ANGLED GUSSETS
IRON
PIPE
ACH SIDE FOR STRENGTH. TO FIT 2-3/8"
O.D. GALV. PIPE 21.D.. SIGN—TO—SIGN
H
BRACKET TO BE SIMILAR CONSTRUCTION
`
WITH 90' AND 450 SEPARATION.
1/2"x4" PIN
DRY PACKell
3. CAPITAL LETTERS TO BE DIE—CUT SILVER
CONCRETE
SCOTCHUTE, SERIES B.
8 MIN.
4. SCREWS FOR SECURING BRACKETS TO BE ZINC SIGN INSTALLATION
PLATED HEX SOCKET HEAD SCREWS 1 /4'x1 /2".
DRAWN BY:
R.A.L.
CITY OF ATASCADERO
ENGINEERING DEPARTMENT
DRAWING NO.
DESIGNED BY:
STANDARD
STREET SIGN
427
S. J.
D TE:
2 27 92
FILE A E:
AT427. D WG
REVISIONS IAPPROVALS
DESCRIPTIONS BY DATE APPROVED COUNCIL RESOLUTION NO. 26-92
4"
REFLECTOR
TYPE -5 REFLECTOR
PER STATE STANDARDS
PAVEMENT WIDTH
8' 0. C.
MAX. VARIES
A --I 3'-6" MIN. 2' MAX.
'� /
A'-'
WOOD BEAM BARRICADE
8'
T
ca Z
I �
SECTION A -A
NOTES:
1. RAILS TO BE 2' x 8" CLEAR D.F. S4S AND
POSTS TO BE 6'x 6'x 7'-0" ROUGH D.F.
2. BUTT ALL RAIL JOINTS ON CENTER OF
POST.
3. ALL EXPOSED WOOD SHALL BE PAINTED
WHITE, 2 COATS.
4. STANDARD W21R REFLECTORS TO BE
LOCATED AS SHOWN.
5. PAINT PER STATE STANDARD SPECIFICATIONS,
SECTION 91-3
DRAWN BY:
R.A.L.
DESIGNED BY:
S.J.S.
CITY OF ATASCADERO
ENGINEERING DEPARTMENT
'EL BACK EDGE OF POST
c8' RAIL ANCHORED
'5 30d NAILS AT EACH
ST. (TYP.)
'x6'x7'-0" ROUGH D.F.
OST (TYP)
SET 1'-0" MIN.
INSIDE I
DRAWING NO.
92 WOOD BEAM BARRICADE I 428
NAME:
B.DWG
REVISIONS
APPROVALS
DESCRIPTIONS BY I DATE JAPPROVED
COUNCIL RESOLUTION NO.
26-92 3/10/92
T
O2
00
1
1
BOUNDARIES OF BUILDING,
BOUNDARIES OF BUILDING,
CURB, LANDSCAPED AREA,
CURB, LANDSCAPED AREA,
PARKING SPACE, ETC.
(SQUARE SHAPE)
PARKING SPACE, ETC.
(SQUARE SHAPE)
20'
11
28'
li
o
BOUNDARIES OF BUILDING,
CURB, LANDSCAPED AREA,R
=
4 8'
ETC. (ROUNDED OFF TO 20'
PROVIDE 28' RADIUS)
R=28'
20'
N
O
THIS STANDARD PERTAINS TO MINIMUM
FIRE DEPARTMENT ACCESS REQUIREMENTS.
CITY ROADWAY STANDARDS MAY REQUIRE
APPROVED
LARGER MINIMUM RADII THAN REPRESENTED
I
TURN-AROUND
HEREIN.
DRAWN BY:
R.A.L.
CITY OF ATASCADERO
ENGINEERING
DEPARTMENT
DRAWING NO.
DESIGNED BY:
S.J.S.
FIRE ACCESS
(PRIVATE
STANDARDS
ROADS)
429
D TE:
2 27/92
FILE NAME:
AT429.DWG
REVISIONS
APPROVALS
DESCRIPTIONS BY DATE APPROVED
COUNCIL RESOLUTION NO. 26-92
3/10 92
O
DEAD-END FIRE DEPARTMENT
ACCESS ROADS IN EXCESS OF
92'
150' LONG SHALL BE PROVIDED
WITH APPROVED PROVISIONS FOR 20'
-T
THE TURNING AROUND OF FIRE
DEPARTMENT APPARATUS.
N
cn
A
dl-
C) 56'
N
�(p.
1120'
APPROVED
APPROVED
TURN-AROUND
TURN-AROUND
li
o
- 150'
150'
150' 150'
BUILDING
t BUILDING
1
I
FIRE CODE REQUIREMENTS
THIS EXAMPLE DOES NOT
ACCESS ROADWAY
MEET FIRE CODE REQUIREMENTS
THE ACCESS ROADWAY SHALL BE EXTENDED TO WITHIN 150'
OF ALL PORTIONS OF THE EXTERIOR WALLS OF THE FIRST
STORY OF ANY BUILDING.
ACCESS ROADWAY
DRAWN BY:
R.A.L.
CITY OF ATASCADERO
ENGINEERING
DEPARTMENT
DRAWING
NO.
DESIGNED BY:
FIRE ACCESS
STANDARDS
430
S.J.S.
2 '
2 s2
(PRIVATE
ROADS)
FILE NAME:
AT430. D WG
DF
R.
DE
S.
REVISIONS APPROVALS
DESCRIPTIONS I BY DATE APPROVED COUNCIL RESOLUTION NO. 26-92 3,
NOTE: 1. PRECAST PIPE, ADJUSTING RINGS AND TAPERED SECTIONS SHALL BE CONSTRUCTED
IN ACCORDANCE WITH STATE STANDARDS FOR CLASS 2 REINFORCED CONCRETE.
2. ALL JOINTS BETWEEN PRECAST SECTIONS SHALL BE MORTARED.
3. INTERIOR OF THE MANHOLE SHALL HAVE A SMOOTH TROWELED SURFACE.
4. MANHOLE COVER SHALL HAVE THE WORDS "STORM SEWER" MOLDED INTO THE COVER.
MANHOLE FRAME AND COVER - PINKERTON A - 640
CONCRETE COLLAR - CLASS "A" P.C.C.
6 SACK - 3000 P.S.I.
NO. 4 REBAR ALL SIDES
o
MIN.
24" ADJUSTING RINGS AS REQ'D.
PRECAST TAPERED CONE OR
w FLAT COVER MANHOLE
m REDUCING SECTION.
a'
PROVIDE KEYED BASE FOR
PRECAST RISER SECTION.
Jd-
48" cn
z
LEVEL
J / \ END OF PIPE TO BE INSTALLED
¢ FLUSH WITH INSIDE OF MANHOLE.
1 =___________
SMALL PIPE INLET
o
NO.
8"
4 REBA
12" O.C. EACH
FLOW UNE - MATCH FLOOR TO
12" CH WAY FLOW LINE OF LARGE INLET PIPE
POURED -IN-PLACE CLASS 'A' CONCRETE BASE.
VN BY: CITY OF ATASCADERO
'NED BY: ENGINEERING DEPARTMENT DRAWING NO.
92 STORM DRAIN MANHOLE 501
NAME:
1.DWG
REVISIONS APPROVALS
DESCRIPTIONS I BY I DATE JAPPROVEDI COUNCIL RESOLUTION NO. 26-92 3/10/92
12 1 2"
1-1/2" BATTER
1— SAME SLOPE
6" CURBAS GUTTER
HEIGHT _
7" —
JI � 1/4
NOTE: REINFORCING STEEL SHALL BE #4 BARS AT 18" O.C.
PLACED 1-1/2" CLEAR TO INSIDE OF BOX UNLESS OTHERWISE
NOTED. BASIN FLOORS SHALL HAVE WOOD FLOAT FINISH
AND A MINIMUM SLOPE OF 4:1 FROM ALL DIRECTIONS TOWARDS
OUTLET PIPE.. USE CLASS "A" P.C.C. FACE ANGLE TO EXTEND
FULL WIDTH OF BOX..
1/2' x 6" H
ANCHORS
8'
t 2-8" t
SECTION A—A
H t
8'-0" OR LESS 6"
8'-1" TO 20'-0' 8"
HEIGHT TABLE
NOTE: FRAME SHALL
BE DIPPED OR
PAINTED IN
COMMERCIAL QUALITY
ASPHALTUM PAINT.
DETAIL "B" �1
i
2'-2"
R.A.L.
DESIGNED BY:
S.J.S.
02%27/92
FILE NAME:
AT502.DWG
r/4
TYP
DETAIL "B"
I
t
�
1/2-
-�-
3"
3" 1
FOR USE WITH
u
t
24" WIDE GRATE
3"
T
1
(24" — l'-11 5/8")
3" 1
2'-0'
CURB SCORING LINE
PLAN
1/4V
1/4" RADIUS 9
,-1/4" RADIUS
ANGLE TOL2-1/2" x 2-1/2" x 1/4"
MATCH 2" 9
CURB FACE 1/2" 0 0 18" O.C.
5-112"
IN
NOTE: GRATES TO BE BICYLCE PROOF A.C. BERM IN
PER STATE STD. PLAN D77 -B RURAL AREAS
ONLY
/3 1/2"x 1/2' 13" MIN.
",
u
1/2-
FOR USE WITH
u
24" WIDE GRATE
(24" — l'-11 5/8")
2'-0'
"
u
L4"x3"xi/2"
n
u
DROP SLOPE 2" CONC. CURB
EXPANSION
JOINT 3' MIN.
a WING TRANSITION PLAN
NOTE: PIPES THAT ARE UNABLE TO ATTAIN 3" MIN.
s — 5 3 8" CLEARANCE FROM INSIDE BOX WALLS WILL REQUIRE
TYPICAL FRAME A DESIGN APPROVED BY THE CITY ENGINEER.
CITY OF ATASCADERO
ENGINEERING DEPARTMENT DRAWING NO.
STORM DRAIN INLET
502
REVISIONS
APPROVALS
DESCRIPTIONS BY DATE APPROVED COUNCIL RESOLUTION NO. 26-92 3/10/92
�A
TYPE GMP PIPE
2:1 INLET WITH SIDE
2:1
MAX OPENINGS PER
MAX
STATE STD.
PLANS
DWG N0. D75
6" ACG. BASE
95% COMPACTION
SIDE OPENINGS
�I
w u'� MIN. 12" LENGTH
1
TAPERED METALINLET
j TOP OF AC DIKE
PER STATE STD. PLANS
DWG. NO. D87-B
FLOWLINE PAVED GUTTER FLARE
12"
AC PAVEMENT
10' (MIN.) 3•
�A
TAPERED
METAL
INLET
VARIES 10' TO 16' 4.63'
AC DIKE 3 3' 2'
1
2%
�Pil
MATCH D.I. SIDE 5%
OPENING WITH
6" CLASS II BASE
TAPERED METAL
INLET - - - - - - - - - - - - - �36"
0 CMP DRAINAGE
CULVERT _ i
INLET
►::�.��. Y- CONCRETE BASE
SECTION A-A
NOTE:
IN SAG LOCATIONS USE 10'
LENGTH OF GUTTER FLARE
ON BOTH SIDES AND GRATED
DRAINAGE INLET.
DRAWN BY:
R.L.W.
CITY OF ATASCADERO
ENGINEERING DEPARTMENT
DRAWING NO.
DESIGNED BY:
RURAL DRAINAGE INLET
ROADS WITH AC DIKE
503
S.
02 27 92
FILE NAME:
AT503. D WG
REVISIONS APPROVALS
DESCRIPTIONS BY DATE APPROVED COUNCIL RESOLUTION NO. 26-92 3 10 92
m
2:1
MAX.
2 1
MAX.
TYPE GMP PIPE ti
INLET WITH SIDE
6" AGG. BASE
OPENING PER
95% COMPACTION
STATE STD.
DWG NO. D75
I/ SIDE OPENING
8.5' 8.5'
1
w
'n SHOULDER
Q
EP � }
N I
A.C. PAVEMENT
m
VARIES VARIES 2' 3'
2'
10' TO 16' 4' TO 6'
29.'
ti•
5%
�
r
6" CL7AC!!. BASE
1--�
NOTE; IN SAG LOCATIONS, - - - - - - - -
-
� 36' 0 CMP
USE GRATED DRAINAGEi
INLET. �-- --- --
DRAINAGE INLET
---
CULVERT CONCRETE BASE
SECTION B-B
DRAWN BY:
R.A.L.
CITY OF ATASCADERO
ENGINEERING DEPARTMENT
DRAWING NO.
DESIGNED BY:
RURAL DRAINAGE INLET
ROADS WITHOUT A.C. DIKE
504
S.J.S.
Doe E: s2
FILE NAME:
AT504.DWG
REVISIONS
APPROVALS
DESCRIPTIONS BY DATE APPROVED COUNCIL RESOLUTION NO. 26-92 3 10 92
H FEET
Z
5000
H
0-
4000
Z
Q
J
3000
w=
o
HOURS TC
MINUTES
N
��
vo
2000
4
240
Q `
L
mod
I \
MILES FEET
3--
180
L
z
\
�
1000
1
>
800
z
2
120
Q
1 �
m
700
\ Ln
100
500
�
z
5
90
80
N
400
70
I�
I
z
03
1
60
<
300
0
LL
SO
EQUATIONS FOR ESTIMATED
o
2
"TIME OF CONCENTRATION"
200
a
40
L 3 0.385
11
0
Tc _
H
a
0
30
Tc =TIME OF CONCENTRATION
0
100
z
5000
IN HOURS.
a-
4000
zo
20
L =LENGTH OF CHANNEL
18
IN MILES.
v~i
3000
H =DIFFERENCE IN ELEVATION
w
0
Z
16
BETWEEN MOST REMOTE
SO
�
14
POINT AND THE POINT
40
N
2000
zz
12
OF CONCENTRATION IN FEET.
w
o
1800
0
w
w30
:2
160010
1400
p
Z
0
1200
0
9
8
0
20
a
Op
L`
7
NOTE: THIS NOMOGRAPH IS TO
J
900
wo
BE LIMITED TO AREAS OF 200
15
z
700
6
ACRES OR LESS.
i?
w
=
600
5
0
10
w
500
4
400
z
300
3
w
J
200
DRAWN BY:
R.A.L.
CITY OF ATASCADERO
ENGINEERING DEPARTMENT
DRAWING NO.
DESIGNED BY:
NOMOGRAPH
DATE
02/27 92
FOR
DETERMINING THE
OF SMALL
"TIME OF CONCENTRATION"
DRAINAGE BASINS
505
FILE NAME:
AT505.DWG
REVISIONS
APPROVALS
DESCRIPTIONS BY DATE APPROVED COUNCIL
RESOLUTION NO. 26-92
3 10 92
COEFFICIENT OF
RUNOFF FOR
TYPE OF DEVELOPMENT
TYPE OF SOIL **
SLOPE<2% 2%
TO 10% >10%
1 ACRE
C
.30
.35
1 ACRE
S
.25
.30
.45
20,000 S. F.
C
.35
.40
.35
20,000 S. F.
S
.25
.35
.45
10,000 S. F.
C
.40
.45
.40
10,000 S. F.
S
.30
.40
.55
zQ 6,000 S. F.
C
.45
.55
.45
.65
6,000 S. F.
S
.35
.40
APARTMENTS
C
.50
.50
APARTMENTS
S
.40
.60
.50
.70
INDUSTRIAL
C
.55
.65
.60
INDUSTRIAL
S
.45
.55
.75
COMMERCIAL
C
.75
.80
.65
COMMERCIAL
S
.70
.75
.85
.80
DENSE VEGETATION
C
.15
.25
DENSE VEGETATION
S
.10
.35
<MODERATE VEGETATION
C
20
.15
.30
.20
D MODERATE VEGETATION
S
.15
.20
.40
SPARSE VEGETATION
C
.25
.35
.25
SPARSE VEGETATION
S
.20
.25
.45
.30
IMPERVIOUS, PAVED, ETC.
.85
.90
.95
* NOTE: THESE VALUES
ARE INTENDED TO BE
A MINIMUM; HIGHER
VALUES MAY
BE REQUIRED BY THE CITY ENGINEER.
** NOTE: SOIL TYPE
C = CLAY, ADOBE, ROCK, OR IMPERVIOUS MATERIAL
S = SAND, GRAVEL, LOAM, OR IMPERVIOUS
MATERIAL
DRAWN EMCITY
R.A.L.
OF ATASCADERO
ENGINEERING DEPARTMENT
DRAWING NO.
DESIGNED BY:
COEFFICIENT OF RUNOFF
TABLE
506
S.J.S.
cDA
2� s2
FILE NAME:
AT506.DWG
L -DESCRIPTIONS
REVISIONS I APPROVALS
BY DAPPROVEDI COUNCIL RESOLU110N NO 26 92 3/10/g�
1 . __ _
R
G:f 5.0
0 4.0
3.0
W
n
W 2.0
U
Z 1.5
I
1.0
0.9
0.8
Z 0.7
LLJ
0.6
z 0.5
J 0.4
Q
Li
Z 0.3
X0.25
0.2
0.15
0.10
A
AREAS OF AVERAGE ANNUAL RAINFALL
OF 18 TO 22 INCHES
MINUTES
DURATION
DRAWN BY: CITY OF ATASCADERO
R.L.W.
DESIGNED BY: ENGINEERING DEPARTMENT
S.J.S.
DAT : RAINFALL INTENSITY
02 27 92
FILE NAME: DURATION CURVE
AT507.DWG
HOURS
700
Sp
'S
70
S
i
DRAWING NO.
507
REVISIONS APPROVALS
DESCRIPTIONS
BY DATE APPROVED COUNCIL RESOLUTION NO. 26-92 3/10/92
Y
U
F w
W 1-
6' CHAIN LINK FENCE WITH CONCRETE Q F-
FOOTING AND REDWOOD SLATS w
a
0
CL
0.50'
0.50' GUTTER FL
f 5
LOWEST INLET GUTTER ELEV. 5L'
I' FREEBOARD MIN 1/4": 1' OR
5:1 OR � p��Ei STEEPE
FLATTER 0�
MAX } _
��
8' DESIGN WATER SURFACE 0 p
.Q DISCHARGE STRUCTURE DRAIN PIPE TO BE
WITH ENERGY DISSIPATER = Q WATER TIGHT JOINT
® PIPE MATERIAL TO BE
APPROVED BY CITY ENGR.
SECTION A-A
0.50'
5� LOT
LINE OR EASEMENT LINE
w
A ?
�
JOE
A
Z
X
w
o CAPACITY
w
W>
o Z 2:1 °�w �Q
`�_
o< Ew
AC
M
TOE qX S�0 EAMP Q w
P w
�Sg N
o
w
J �
Z�
Q
LOT LINE OR EASEMENT LINE 1
TC V) CD
CONST. 6' HIGH CHAIN LINK ci
FENCE WITH CONCRETE FOOTING
AND REDWOOD SLATS. (REFER TO
STATE OF CALIF. STD. PLANS FOR ADDITIONAL REQUIREMENTS MAY BE
FENCE & GATES)
IMPOSED AS PART OF THE CONDITIONAL
USE PERMIT.
NOTE: BASIN
OUTLET STRUCTURE NOT SHOWN.
REFER TO SECTION 5.06-G FOR BASIN NOTE: VARIATIONS TO THE DIMENSIONS
OUTLET REQUIREMENTS. AND DESIGN MUST BE APPROVED
EACH BASIN
SHALL HAVE THE SPILLWAY BY THE CITY ENGINEER.
DESIGN APPROVED BY THE ENGINEER.
NOTE: WIRE TO BE ON OUTSIDE OF FENCE.
DRAWN BY:
R.A.L.
CITY OF ATASCADERO
ENGINEERING DEPARTMENT
DRAWING NO.
BY:
DETENTION
BASIN DETAIL
508
S.J.S.
lDESIGNED
DATE:
2/27/92
FILE NAME:
AT5O8.DWG
REVISIONS APPROVALS
DESCRIPTIONS BY I DATE JAPPROVED COUNCIL RESOLUTION NO. 26-92 q019
18" STORM DRAIN PIPE
EL PLATE
' x V-6"
%6'
\ 4' MIN.
\
SIDEWALK
\
60° MAX
45° MIN
PLAN ----
FLOW
DIRECTIO
-
CURB FACE
GUTTER
6' TRANSITION
VARIES
6' TRANSITION
DEPENDING ON ANGLE
10"
RAISE SIDEWALK E.J.
6"
OVER BOX
GUTTER
ELEVATION NORMAL 6" CURB FACE
3' MIN. VARIABLE
g" SIDEWALK WIDTH No. 4 BAR
DRILL AND TAP FOR AT 18" U.C.
4 BOLTS IN COVER
4" MIN. -SEE COVER DETAIL No. 4 BAR
- 4, AT 9" 0. C.
2"
2" x 2" x 318"Z- 6"
SIDES
rALL
No. 3 BAR, � 8. No. 4 BARS AT 18" O.C.
5" WELD ANCHOR TO Z,
ONE EACH SIDE SECTION x 3-1/2" x
3�11�2"
COVER DETAIL
DRAWN BY:
R.A.L.
CITY OF ATASCADERO
ENGINEERING DEPARTMENT
DRAWING NO.
DESIGNED BY:
SIDEWALK UNDERDRAIN
509
S.J.S.
D TE
2 -E9 2 .
FILE NAME:
AT509.DWG
REVISIONS APPROVALS
TIONS JBYIDATE APPROVED COUNCIL RESOLUTION NO. 26-92 3/10/9
CURB FACE
D.C.CAP SCREWS AT 16'
...;.:::
6"
WIDTH OF SIDEWALK
-COVER SUPPOR
2'-0'
2'-0'
f4- 2%
4' MIN. CLASS II
SECTION A—A AGGREGATE BASE
1 /2"x 1/4" CONT.
"DIAMOND PLATE"
STEEL COVER TO MATCH /
1 /4" THICK, ,-C:IIRR HFIr-PT 2"
NO. 4 BARS 12' O.C.
DETAIL "B" BOTH DIRECTIONS.
• II I 4' AGG. BASE
6"
36" MAX.
SECTION B -B
DRAWN BY: CITY OF ATASCADERO
C.A.C.
DESIGNED BY: ENGINEERING DEPARTMENT
S.J.S.
o TE: SIDEWALK UNDERDRAIN,
2 27 92
FILE NAME: STEEL COVERED
AT51 O. D WG
A
--DIAMOND PLATE'
STEEL PLATE, 1/4'
THICK, TWO EQUAL
LENGTH PLATES.
STEEL PLATES SHALL BE
GALVANIZED. ALL CORNERS
AND SHARP EDGES SHALL
BE GROUND SMOOTH. ALL
ABRADED AND DAMAGED
SURFACES SHALL BE
COATED WITH A ZINC -
RICH PAINT, AS PER
75-1.05 OF THE STATE
STANDARD SPECIFICATIONS.
P.C.C. FLOOR WITH NO. 4
BARS BOTH DIRECTIONS,
12' 0. C.
DRILL AND COUNTER SINK FOR
A 1/4" DIA. HOT -DIP GALV.
ALLEN HEX -SOCKET FLAT-
HEAD CAP SCREWS
1 /4" DIAMOND PLATE
1/2"x 2' BARSTOCK CONT.
DRILL AND TAP FOR SCREWS
WELD AND GRIND SMOOTH
ON TOP SURFACE
WELD ON 2' NO. 3 BARS
AT 24' O.C.
DETAIL "B"
DRAWING NO.
510
REVISIONS APPROVALS
DESCRIPTIONS BY DATE APPROVED COUNCIL RESOLUTION NO. 26-92 3 10 92
L
1 12"
0 2
MIN
0 4 3" MIN ALL
'� AROUND
elf
/
O w 90 MAX 5
¢ 60° N
� MI
00 G SECTION C—C
U /
18"
2 3
B MIN 3" MIN
�
A A
5
2 B 1 SECTION B—B
SIDEWALK WIDTH VARIES CLASS "B"
CONCRETE
5 1
7
1/2"
LIP _�. : • i...• "• ' L
6
SECTION A-A CLASS II AGG. BASE
01
INLET SHALL BE PAVED SWALE, RECTANGULAR CONDUIT OR PIPE(S).
MAX. INLET DIAM./HEIGHT SHALL BE CURB HEIGHT MINUS 3 INCHES.
INLET CONDUITS LARGER THAN 3" DIAM./HEIGHT MUST BE REDUCED
WITH A MANIFOLD OR JUNCTION BOX. A JUNCTION BOX SHALL HAVE
ACCESS/CLEANOUT. INLET TYPE SHALL BE APPROVED BY THE CITY
ENGINEER.
(�2
UNDERDRAIN SHALL NOT BE CLOSER THAN 5 FEET TO A DRIVEWAY
OR CURB RETURN.
Q
RECTANGULAR CAST IRON PIPE — ALHAMBRA A-470, OR APPROVED
EQUAL
®
CAST IRON PIPE — 3" MAX. DIAM. (6" CURB) — 4" MAX. DIAM.
(8" CURB) GALVANIZED
5
#4 REBAR AT 12" O.C.
6
CONCRETE SHALL BE CLASS B
7
CHANNEL SLOPE SHALL BE NO LESS THAN 2% AND SHALL BE
PARALLEL WITH SIDEWALK SURFACE.
®
MULTIPLE DRAINS SHALL HAVE 6" MIN. CLEARANCE WITH
MAX. OF 3 DRAINS PER 10 FEET OF SIDEWALK. DRAINS
SHALL NOT EXTEND BEYOND CURB FACE INTO GUTTER.
DRAWN
R.A.L.
BY:
CITY OF ATASCADERO
ENGINEERING DEPARTMENT
DRAWING NO.
BY:
SIDEWALK UNDERDRAIN
511
S. J. S.
IDESIGNED
DATE::92
z
WITH PIPES
FILE NAME:
AT51l.DWG
REVISIONS
APPROVALS
DESCRIPTIONS
BY
DATE APPROVED COUNCIL RESOLUTION NO. 26-92
q3/10/92
CASE 1 NEW SEWER
ZONE
(NO JOINTS)
ZONE
"C"
ZONE "C"
SPECIAL PIPE
4"
_
ZONE P'. -\
�-
�-
NO JOINTS IN SEWER
6'
4' W 4' 6'
T
ZONE "p"4^
ZONE D" --F-
I NO JOINTS
SPECIAL PIPE
IN SEWER
NOTE: "P" IS A
PROHIBITED
CONSTRUCTION ZONE.
CASE 2 NEW WATER MAIN
I
NO JOINTS
ZONE I "p^
IN WATER MAIN
1I
I
ZONE "P" 4"
6
4' S 4' 6'
-L-
ZONE "p"
4'
�-
ZONE I "C"
SPECIAL PIPE
NO JOINTS IN WATER
MAIN
CROSS SECTION
DRAWN BY:
R.A.L.
CITY OF ATASCADERO
ENGINEERING DEPARTMENT
DRAWING NO.
DESIGNED BY:
J. S.
WATER & SEWER CROSSING
601
T
IS.
z s2
DETAILS
FILE NAME:
AT60l.DWG
REVISIONS
APPROVALS
DESCRIPTIONS BY DATE APPROVED COUNCIL RESOLUTION NO. 26-92 3 10 92
CASE -1
CASE 2
NEW SEWER
NEW WATER MAIN
W
ZONE "A" N
w
oz ZONE "A" ZONE "B"
I I
ZONE SPECIALSPECIAL
"B" PERMISSION
PIPE
2
1
ws 1 ' 3' 6'
SPECIAL
PIPE
,.P"
,.P"
6' 3' o
o
~
~ SPECIAL
PERMISSION
0
0
NOTES: ZONES IDENTICAL ON EITHER SIDE OF CENTER LINES.
ZONE "P" IS A PROHIBITED ZONE,
SECTION 64630 (e)(2)
CALIFORNIA ADMINISTRATIVE CODE,
TITLE 22
DRAWN BY:
R.A.L.
CITY OF ATASCADERO
ENGINEERING DEPARTMENT
DRAWING NO.
DESIGNED BY:
SEWER
AND WATER
S.J.S.
D �:
2 27/92
PARALLEL
CONSTRUCTION
5 2
FILE NAME:
AT602. D WG
REVISIONS APPROVALS
DESCRIPTIONS BY DATE APPROVED COUNCIL RESOLUTION NO. 26-92 310 22
GUTTER LIP PROPERTY LINE
GUTTER FLOW LINE BACK OF CURB
WATERPROOF
1/8 BEND (45°) BACK OF SIDEWALK PPER &
4" MIN SEAL;
DIA. V� ARIES
o
4" MIN. DIA.
SEWER LATERAL X12
,,,---SIDEWALK--"*'(
PLACE 1/2"x,36"
STEEL REBAR
WYE SEWER
MAIN VARIES AT END OFLATERAL
SEWER MAIN PLAN
ENCROACHMENT PERMIT AND PROPERTY LINE
rlNEYCTION ARE REQUIRED FOR SEWER
E AND INSTALLATION.
fl—'s"
22
I I
CURB & GUTTER Z
z �
NOTE: MIN. LATERAL SIZE: 12'
LATERAL SHALL BE CAST IRON PIPE 4" DIA.: MIN. SLOPE
OR PVC PIPE ENCASED IN CONCRETE 1/4" PER FOOT
WHEN THE COVER IS LESS THAN 36"
OVER THE TOP OF PIPE. OTHERWISE, PLACE 1/2-x36-
LATERAL SHALL BE SDR 35 PVC. I STEEL REBAR
AT END OF
LATERAL
WYE
�1/8 BEND (45°) SECTION
INSTALL
WATERTIGHT SEAL
SEWER MAIN IF NOT CONNECTED
NOTES: TO BUILDING SEWER.
1. "S' SHALL BE MARKED ON CURB OVER LATERAL
2. THE "S" SHALL BE STAMPED INTO NEW CONCRETE
AND SHALL BE CHISELED INTO EXISTING CONCRETE.
3. THE "S" SHALL BE NOT LESS THAN 3" HIGH, 2' WIDE
AND 3/16' DEEP.
4. MAINTAIN MINIMUM 5- HORIZONTAL SEPARATION FROM
WATER SERVICE.
5. INSTALL MAGNETIC TAPE AT A DEPTH OF 24"-32", THEN
UP TO SURFACE.
DRAWN BY:
V. S.
CITY OF ATASCADERO
ENGINEERING DEPARTMENT
DRAWING NO.
DESIGNED BY:
SEWER LATERAL LOCATION
603
V. S.
D TE:
2 27 92
FILE NAME:
AT603.DWG
REVISIONS
APPROVALS
DESCRIPTIONS BY
DATE APPROVED COUNCIL
RESOLUTION NO. 26-92 3/10/92
6" MIN
SEWER
MAIN
THREADED
CAP
45°
45°
4" MIN.
CLEAN-OUT
~o
RISER PIPE
w
Li
w
Z_ Z 0IJ
STANDARD WYE
¢ Li
N
CLASS "A",COQ
OR WYE SADDLE
STREET
o 0 ELBOW 45°
CONC. BASE
E H
DTH
STOPPER & SEAL
WYE 45°
~�
SAND BED
PLAN
1/8 BEND
' 1/8
BEND
VARIABLE LENGTH
u
r
m
0
U
THE VERTICAL PIPE
J
SHALL BE BRACED
m o
WHILE BACKFILLING
� cn
TRENCH
Q Q
TRENCH
0
WIDTH
4"
I/
CLASS "A"
:D
MIN
BEND
CONC, BASE
Z
2" MIN. COVER
N
AROUND LATERAL
6" o 0 0'
IPE O.D.
wx
COMPACTED SAND OR
APPROVED GRANULAR
ELEVATION MATERIAL
NOTE: ALL JOINTS ON SEWER
LATERAL PIPE SHALL BE
COMPRESSION TYPE OR
APPROVED SOLVENT WELD.
P.V.C. PIPE MUST PASS A SOLID
rESIGNED
BALL TEST FOR DEFLECTION.
BY:
CITY OF ATASCADERO
ENGINEERING DEPARTMENT
DRAWING NO.
BY:
STEEP
SEWER SERVICE
LATERALS
604
27/192 D�TE`
FILE NAME:
AT604.DWG
REVISIONS
APPROVALS
DESCRIPTIONS BY
DATE APPROVED
COUNCIL RESOLUTION NO. 26-923 10 92
14"
A
A
NOTE: NO LATERALS ARE TO BE
PLAN
CONNECTED TO CLEANOUTS.
PAVEMENT
CONCRETE COLLAR
BASE MATERIAL
7"
`
REMOVABLE CAP
OR PLUG
SAME SIZE AS MAIN
LINE (6" MIN.)
MITERED BENDS (1/8)
SANITARY SEWER LINE
NOTE: WELL TO BE No. 4TT VALVE
BOX WITH CAST IRON FACE
AND COVER (BROOKS PROD—
DUCTS INC. OR APPROVED
EQUAL CAPACITY SHALL
SECTION
STATE
A'—A H2O-S16UATE TRAFFIICRLOADNG.
DRAWN BY:
R.A.L.
CITY OF ATASCADERO
ENGINEERING
DEPARTMENT
DRAWING NO.
DESIGNED BY:
S.J.S.
SEWER CLEANOUT
605
DOz 2� 92
FILE NAME:
AT605.DWG
REVISIONS APPROVALS
DESCRIPTIONS BY DATE APPROVED COUNCIL RESOLUTION NO. 26-92 3 10 92
NOTE: 01 WITH NEW SEWER INSTALLATIONS:
PRECAST REINFORCED MANHOLE BASES
Q2 WITH EXISTING SEWER:
POURED IN PLACE CLASS "A" CONCRETE
�— — MANHOLE BASE PER S.L.O. CO. STANDARDS
/ DRAWING NO. S-3
A
SHELF _ _ MANHOLE FRAME AND COVER TO CONFORM
\ SHELF WITH STANDARD DETAIL NO. 608
SLOPE SHELVES
/ TO DRAIN
' PLAN VIEW
A.C. PAVEMENT
;`::? •, CONCRETE COLLAR
�— 8 3" OR 6" RISER RING (9" MAXIMUM)
24" PRECAST CONCRETE (TYPICAL)
MANHOLE WALLS SHALL BE A
M PRECAST TYPE CONFORMING TO
ASTM STANDARD C478-61T
FOR CLASS 2 REINFORCED
CONCRETE PIPE.
o MANHOLES SHALL BE WATERTIGHT
JOINTS TO BE SET IN A WATERTIGHT
N SEALANT APPROVED BY THE
w CITY ENGINEER.
LEAVE OUT PIPE IN CHANNEL OR PIPE
SHALL BE PRECUT BEFORE PLACING
6'..'.'. 48' 6' BASE.
PRECAST REINFORCED MANHOLE BASES
WITH INFLOW AND OUTFLOW COUPLINGS
CAST IN AT ENGINEERED INVERT, ANGLE,
1' RADIUS AND SLOPE ELEVATIONS.
o BROKEN OR CHIPPED RINGS AND CONES
'='.-..".•.
SHALL NOT BE USED EXCEPT BY APPROVAL
OF THE ENGINEER.
N �.
8* MIN,
RUBBER WAITER STOP WITH STAINLESS
60' MIN. STEEL BAND ATTACHED TO ALL
yi FITTINGS TO INSURE WATER TIGHTNESS.
SECTION A-A
DRAWN BY:
R.A.L.
CITY OF ATASCADERO
ENGINEERING DEPARTMENT
DRAWING NO.
DESIGNED BY:
S.J.S.
TYPICAL ECCENTRIC - CONE
PRECAST CONCRETE MANHOLE
606
DATE:
FILE2NAME:
AT606.DWG
REVISIONS
APPROVALS
DESCRIPTIONS BY
DATE APPROVED COUNCIL RESOLUTION NO. 26-92 3 10 92
NOTE: 1D1 WITH NEW SEWER INSTALLATIONS:
PRECAST REINFORCED MANHOLE BASES
@WITH EXISTING SEWER:
POURED IN PLACE CLASS "A" CONCRETE
MANHOLE BASE PER S.L.O. CO. STANDARDS
DRAWING NO. S-3
A
---
— L---
SHELF
SHEL
SLOPE IELVES
TO DRAIN MANHOLE FRAME AND COVER
TO CONFORM WITH STANDARD
DETAIL NO. 608
PLAN VIEW
— —
— A.C. PAVEMENT
6 —
— CONCRETE COLLAR
8
3" OR 6" RISER RING (9" MAXIMUM)
24"
PRECAST CONCRTE
E IE
MANHOLE WALLS SHALL A)
PRECAST TYPE CONFORMING TO
ASTM STANDARD C478-61T
FOR CLASS 2 REINFORCED
CONCRETE PIPE.
i
iVBEND
6" wNHOLES
SHALL BE WATERTIGHT
<
>ALL
45° VE OUT PIPE IN CHANNEL OR PIPE
BE PRECUT BEFORE PLACING BASE
TS TO BE SET IN A WATERTIGHT
LANT APPROVED BY THE
Y ENGINEER.
48•
t LATERAL CONNECTION
OVER 5' TO BE P.V.C. FOR DROP
TEE, PIPE do 90° BEND.
1" RAD.
POURED IN PLACE
%. CLASS A" CONCRETE
■
90° BEND
N
BROKEN OR CHIPPED RINGS AND CONES
- 8" MIN •'. • '
SHALL NOT BE USED EXCEPT BY
.
APPROVAL OF THE ENGINEER.
L60" MIN.
I RUBBER WATER STOP WITH STAINLESS
STEEL BAND ATTACHED TO ALL FITTINGS
SECTION
A—A TO INSURE WATER TIGHTNESS.
DRAWN BY:
R.A.L.
CITY OF ATASCADERO
ENGINEERING DEPARTMENT
DRAWING NO.
DESIGNED BY:
TYPICAL DROP MANHOLE
607
S.J.S.
2 ' 92
FILE NAME:
AT607. D WG
REVISIONS
APPROVALS
DESCRIPTIONS
BY DATE APPROVED COUNCIL RESOLUTION NO. 26-92 3/10/92
SKID RESISTANT
SEALED BLIND
SANITARY
PICK HOLE
SEWER
ALL CONTACT SURFACES
TO
BE MACHINED
26-1/4"
25-13/32"
25-11/32"
1/32-
10-1-2TAPER
N
I
24"
rn
31-1/2"
SOUTHBAY FOUNDRY 1900
OR APPROVED EQUAL
NOTE: CAPACITY SHALL BE ADEQUATE FOR
STATE
H2O -S16 TRAFFlC LOADING
DRAWN BY-
Y:
C.A.C.
C.
CITY OF ATASCADERO
ENGINEERING DEPARTMENT
DRAWING NO.
DESIGNED BY:
SEWER MANHOLE COVER
608
S.J.S.
2 2 92
FILE NAME:
AT608.DWG
REVISIONS
APPROVALS
DESCRIPTIONS BY
DATE APPROVED COUNCIL RESOLUTION NO. 26-92 3 10 92
m
U
L�
O
Y
U
Q
m
F.H.
c�
SEWER [A FRAI
PROPERTY
¢
18"
LINE
I w
_ _ PIPE JOINT (TYP)
`n
12L-{
1'-6" MIN.
L—ZETER
WATER MAIN
STOP
DETACHED SIDEWALK OR CURB ONLY
SEWER [-A ERALY
PROPERTY
OQ
FACE OF CURB
LINE
�o
min
o
F.H.
I
in _�
12=1
18" 1'-6" MIN.
WATER MAIN
METER
STOP
CURB
AND SIDEWALK CONTIGUOUS
F---12"
SEWER IA ERAL
PROPERTY
F. H.
LINE
-T-
12"
1'-6" MIN.
WATER MAIN
METER
STOP
K
WITHOUT CURB AND SIDEWALK
NOTE:
ALL BOXES ARE STANDARD METER BOXES.
DRAWN BY:
R.A.L.
CITY OF ATASCADERO
ENGINEERING DEPARTMENT
DRAWING NO.
DESIGNED BY:
S. J, S.
WATER
SERVICE/HYDRANT
DATE:
02/27/92
LOCATIONS
%01
FILE NAME:
AT701.DWG
REVISIONS APPROVALS
CRIPTIONS BY DATE APPROVED COUNCIL RESOLUTION NO. 26-92 3
CUT EXISTING ROADWAY TO PROVIDE VERTICAL
SURFACES AND SQUARE CORNERS. CUT EDGES
WILL BE STRAIGHT AND NEAT IN APPEARANCE.
FINAL PROVIDE MIN 12" BENCH
GRADE MINIMUM 2 INCHES INTO UNDISTURBED
12" ASPHALT OTHERWISE ROAD BED (BOTH SIDES)
95% RELATIwE COMPACTION
24'
SEE NOTE BELOW 1
CONCERNING TRENCH INSTALL/
IN EASEMENTS. MAGNETIC
TRACER
TAPE
90% RELATIVE COMPACTION
MIN. 6" CLASS 2
AGGREGATE BASE
SELECT BACKFILL FREE
FROM DEBRIS AND
DELETERIOUS MATERIAL.
COMPACTED SAND
OR APPROVED
GRANULAR MATERIAL.
6' BELOW FL
/ I A CITY ENCROACHMENT PERMIT AND
INSPECTION ARE REQUIRED FOR
GREATEST O.D. DIMENSION TRENCHING IN PUBUC OR COLONY
AT PIPE JOINTS RIGHT-OF-WAYS.
NOTE: A MINIMUM OF 90% RELATIVE COMPACTION IS PERMITTED IN A NON -ROADWAY TRENCH
WHEN NO STRUCTURES ARE TO BE BUILT OVER THE TRENCH. IF STRUCTURES ARE TO BE BUILT
OVER THE TRENCH, USE RELATIVE COMPACTIONS SHOWN ON THE TRENCH SECTION ABOVE.
-11 CITY OF ATASCADERO
V.S.
DESIGNED BY: WIENGINEERING DEPARTMENT DRAWING NO.
V. S.
DATE: BACKFILL REQUIREMENTS FOR 7O2
02 27/92
FILE NAME: WATER OR SEWER LINES
AT702.DWG
.\' .\' ...••'.. :I. \.iii:. �l:I
:• 6" MIN •�: - :• : 6" MIN
8' MAX 8 MAX
:?
••` :: :il: ail: •�_: T_.r•T
MIN. 6" CLASS 2
AGGREGATE BASE
SELECT BACKFILL FREE
FROM DEBRIS AND
DELETERIOUS MATERIAL.
COMPACTED SAND
OR APPROVED
GRANULAR MATERIAL.
6' BELOW FL
/ I A CITY ENCROACHMENT PERMIT AND
INSPECTION ARE REQUIRED FOR
GREATEST O.D. DIMENSION TRENCHING IN PUBUC OR COLONY
AT PIPE JOINTS RIGHT-OF-WAYS.
NOTE: A MINIMUM OF 90% RELATIVE COMPACTION IS PERMITTED IN A NON -ROADWAY TRENCH
WHEN NO STRUCTURES ARE TO BE BUILT OVER THE TRENCH. IF STRUCTURES ARE TO BE BUILT
OVER THE TRENCH, USE RELATIVE COMPACTIONS SHOWN ON THE TRENCH SECTION ABOVE.
-11 CITY OF ATASCADERO
V.S.
DESIGNED BY: WIENGINEERING DEPARTMENT DRAWING NO.
V. S.
DATE: BACKFILL REQUIREMENTS FOR 7O2
02 27/92
FILE NAME: WATER OR SEWER LINES
AT702.DWG
REVISIONS APPROVALS
DESCRIPTIONS BY I DATE APPROVED COUNCIL RESOLUTION NO. 26-92 3Z10/92
s 6" BEHIND 4' ATTACHED SIDEWALK IN NOTE:
MINIMUM COVER—BOTH CASES
RESIDENTIAL ZONES OR AS OTHERWISE SEWER MAINS 48"MIN.
APPROVED BY THE CITY ENGINEER.
WATER 36"
12" COMMERCIAL ZONES TELE., POWER 24"
3 GAS 30"
STORMDRAIN 48' MIN.
ctf
POWER STREET LIGHT OR
TELEPHONE P.C.C. CURB
AND GUTTER
NORTH OR WEST SOUTH OR EAST 5'
HALF OF R/W I HALF OF R/W f�
N
Z
3MIN. z 3' MIN. N
cn r
r� 00 6' 6' 00 M
POWER, PHONE,
T.V. CABLE
WIRGkSAND
WA R G S SEE DETAIL "A"
i BELOW
STOR DRAIN SE R
CASE I
(P.C.0 CURB AND GUTTER)
NOTE:
STREET CROSSINGS BY UTILITIES REQUIRE A MINIMUM SECONDARY POWER CABLE T.V.
OF 30" COVER AND TO BE AT RIGHT ANGLES TELEPHON
WHEREVER POSSIBLE.
PRIMARY POWER
+ RESIDENTIAL ZONES
3 DETAIL "A" 3
NTScr
NORTH OR WEST SOUTH OR EAST 5
HALF OF R/W HALF OF R/W
-rY"X" X. -
MAX. MAX.
POWER, PHONE,
AND T.V. CABLE
SEE DETAIL 'A"
� ' ABOVE
TR
STREET WIDTH "X" "Y" MAX. STOR DRAIN SE
20' & 26' 4' 3' CASE II
32' 4' 4' (WITH OR WITHOUT A.C. DIKE)
DRAWN BY:
CITY OF ATASCADERO
C.A.C.
ENGINEERING DEPARTMENT
DRAWING NO.
DESIGNED BY:
LOCATION OF UTILITIES
703
S.J.S.
2 27
D 27 92
FILE NAME:
AT703.DWG
1. NO CONSTRUCTION SHALL BE STARTED WITHOUT PLANS AND/OR
PERMITS APPROVED BY THE CITY ENGINEERING DEPARTMENT. THE
CITY ENGINEER SHALL BE NOTIFIED AT LEAST TWENTY-FOUR HOURS
PRIOR TO STARTING OF CONSTRUCTION. ANY CONSTRUCTION DONE
WITHOUT APPROVED PLANS OR PRIOR NOTIFICATION TO THE CITY
ENGINEER WILL BE REJECTED AND WILL BE AT THE CONTRACTOR'S
AND/OR OWNER'S RISK AND EXPENSE.
2. ALL CONSTRUCTION WORK AND INSTALLATION SHALL CONFORM TO THE
CITY OF ATASCADERO STANDARDS AND SPECIFICATIONS, AND ALL
WORK SHALL BE SUBJECT TO APPROVAL OF THE CITY ENGINEER.
3. ALL GRADING, DRAINAGE AND RELATED CONSTRUCTION SHALL CONFORM
TO THE REQUIREMENTS AND ADOPTED ORDINANCES OF THE CITY OF
ATASCADERO INCLUDING THE MOST CURRENT EDITION OF THE U.B.C.
CHAPTER 70, AND IF REQUIRED, THE RECOMMENDATIONS OF THE
SOILS REPORT.
4. CONSTRUCTION CONTRACTOR SHALL CONTACT UNDERGROUND SERVICE
ALERT AT 1-800-227-2600 AT LEAST 48 HOURS BEFORE BEGINNING
EXCAVATION AND SHALL VERIFY THE LOCATION OF ANY KNOWN
UTILITIES, AND WHETHER OR NOT A REPRESENTATIVE OF EACH
COMPANY WILL BE PRESENT DURING EXCAVATION.
SOUTHERN CALIFORNIA GAS COMPANY
PHONE: (805) 781-2424
PACIFIC GAS AND ELECTRIC COMPANY
PHONE: (805) 546-5238
PACIFIC BELL SONIC CABLE TV
PHONE: (805) 546-7447 PHONE: (805) 544-1962
5. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR(S) TO BE
FULLY INFORMED OF AND TO COMPLY WITH ALL LAWS, ORDINANCES,
CODES, REQUIREMENTS, AND STANDARDS WHICH IN ANY MATTER
AFFECT THE COURSE OF CONSTRUCTION OF THIS PROJECT, THOSE
ENGAGED OR EMPLOYED IN THE CONSTRUCTION, OR THE MATERIALS
USED IN THE CONSTRUCTION.
6. NEITHER THE CITY, OWNER OR THE ENGINEER OF WORK WILL ENFORCE
SAFETY MEASURES OR REGULATIONS. THE CONTRACTOR SHALL
DESIGN, CONSTRUCT AND MAINTAIN ALL SAFETY DEVICES, AND SHALL
BE SOLELY RESPONSIBLE FOR CONFORMING TO ALL LOCAL, STATE AND
FEDERAL SAFETY AND HEALTH STANDARDS, LAWS AND REGULATIONS.
ATAS-NOTES.GEN
105
7. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE PROTECTION OF
PUBLIC AND PRIVATE PROPERTY ADJACENT TO THE WORK AREA AND
SHALL EXERCISE DUE CAUTION TO AVOID DAMAGE TO SUCH PROPERTY.
THE CONTRACTOR SHALL REPLACE OR REPAIR TO THEIR ORIGINAL
CONDITION ALL IMPROVEMENTS WITHIN OR ADJACENT TO THE WORK
AREA WHICH ARE NOT DESIGNATED FOR REMOVAL, AND ARE DAMAGED
OR REMOVED AS A RESULT OF HIS OPERATIONS.
8. THE CONTRACTOR AGREES THAT IN ACCORDANCE WITH GENERALLY
ACCEPTED CONSTRUCTION PRACTICES, THE CONTRACTOR SHALL BE
REQUIRED TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR THE
CONDITION OF THE JOB SITE DURING THE COURSE OF CONSTRUCTION
FOR THIS PROJECT, INCLUDING SAFETY OF ALL PERSONS AND
PROPERTY, THAT THIS REQUIREMENT SHALL APPLY CONTINUOUSLY AND
NOT BE LIMITED TO NORMAL WORKING HOURS; AND THAT THE
CONTRACTOR SHALL DEFEND, INDEMNIFY AND HOLD THE OWNER, THE
DES IGN--ENGINEER1 i- AND ---THE CITY OF ATASCADERO -HARMLESS FROM
ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH
THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING FOR
LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF THE OWNER, THE
DESIGN ENGINEER, OR THE CITY OF ATASCADERO.
9. LOCATIONS AND ELEVATIONS OF EXISTING UTILITIES WHERE SHOWN
ON THE PLANS ARE BASED ON AVAILABLE RECORDS AND ARE
APPROXIMATE ONLY. CONTRACTOR SHALL HAND EXPOSE UTILITIES AT
LEAST 100 FEET AHEAD OF CONSTRUCTION IN ORDER TO VERIFY
LOCATION AND DEPTH. CONTRACTOR AGREES THAT HE SHALL ASSUME
SOLE AND COMPLETE RESPONSIBILITY FOR LOCATING OR HAVING
LOCATED ALL UNDERGROUND UTILITIES AND OTHER FACILITIES AND
FOR PROTECTING SAME DURING THE COURSE OF CONSTRUCTION OF THE
PROJECT. ANY DEVIATIONS FROM THE PLAN LOCATION OF EXISTING
FACILITIES SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER
SO THE APPROPRIATE REVISIONS MAY BE MADE.
10. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE PROTECTION OF
ALL EXISTING SURVEY MARKERS DURING CONSTRUCTION. ALL SUCH
MONUMENTS OR MARKERS DISTURBED SHALL BE RESET AT THE
CONTRACTOR'S EXPENSE BY A REGISTERED CIVIL ENGINEER OR
LICENSED LAND SURVEYOR IN ACCORDANCE WITH CITY STANDARD
DRAWING #426 AND AS REQUIRED BY STATE LAW, LAND SURVEYORS
ACT AND THE SUBDIVISION MAP ACT.
11. THE CONTRACTOR SHALL MAINTAIN TWO-WAY TRAFFIC AT ALL TIMES.
TRAFFIC CONTROL SHALL BE IN ACCORDANCE WITH THE CURRENT
CALTRANS MANUAL FOR TRAFFIC CONTROL AND WORK AREA TRAFFIC
CONTROL HANDBOOK. NO STREET CLOSURE SHALL BE PERMITTED
UNLESS PREVIOUSLY ARRANGED FOR AND GRANTED BY THE CITY
ENGINEERING DEPARTMENT. UPON REQUEST, THE CONTRACTOR SHALL
SUBMIT A TRAFFIC CONTROL AND DETOUR PLAN TO THE CITY
ENGINEER FOR APPROVAL PRIOR TO WORK.
ATAS-NOTES.GEN
1W
12. ALL CONTRACTORS AND SUBCONTRACTORS WORKING WITHIN THE
RIGHT-OF-WAY SHALL HAVE AN APPROPRIATE CONTRACTOR'S LICENSE,
A LOCAL BUSINESS LICENSE, AND SHALL OBTAIN AN ENCROACHMENT
PERMIT.
13. THE DEVELOPER SHALL BE RESPONSIBLE FOR SCHEDULING A
PRE -CONSTRUCTION MEETING WITH THE CITY, AND OTHER AFFECTED
AGENCIES, PRIOR TO START OF ANY WORK.
14. CONSTRUCTION GRADE STAKES SHALL BE SET BY A REGISTERED CIVIL
ENGINEER OR A LICENSED LAND SURVEYOR REGISTERED IN THE STATE
OF CALIFORNIA.
15. ALL SOIL COMPACTION SHALL BE TESTED IN ACCORDANCE WITH ASTM
TEST DESIGNATIONS D1556-82 AND D1557-78. ALL TESTS MUST BE
MADE WITHIN FIFTEEN DAYS PRIOR TO PLACING MATERIAL. THE TEST
RESULTS---SHAL-L----CLEARLY--° INDI-CATS THE LOCATION -AND- SOURCE OF
THE MATERIAL.
16. COMPACTION TESTS SHALL BE MADE ON SUBGRADE MATERIAL AND
MATERIAL PLACED AS SPECIFIED BY THE SOILS ENGINEER. SAID
TESTS SHALL BE MADE PRIOR TO THE PLACING OF THE NEXT
MATERIAL. COMPACTION TESTS SHALL BE APPROVED BY THE SOILS
ENGINEER AND ALL COSTS OF TESTING TO BE PAID BY THE
CONTRACTOR.
17. SUBGRADE MATERIAL SHALL BE COMPACTED TO A RELATIVE
COMPACTION OF 95% IN THE ZONE BETWEEN FINISHED GRADE
ELEVATION AND A MINIMUM OF TWO FEET BELOW. ALL MATERIAL IN
FILL SECTIONS BELOW THE ZONE MENTIONED ABOVE SHALL BE
COMPACTED TO 90% RELATIVE COMPACTION. TESTING PER ASTM D-
1557-70 METHOD C, D2922-71 OR D3017-72.
18. DUST CONTROL IS TO BE MAINTAINED BY APPROPRIATE MOISTURE
CONTENT AT ALL TIMES UPON COMMENCEMENT OF WORK, INCLUDING
PERIODS OF SUSPENSION OF WORK, UNTIL FINAL ACCEPTANCE OF THE
PROJECT BY THE CITY.
ATAS-NOTES.GEN
/�5
19. ALL TOP SOIL SHALL BE STOCKPILED FOR LATER DISTRIBUTION OVER
THE LOTS AND SLOPES. ALL PREPARED CUT AND FILL SLOPES AND
DISTURBED AREAS WHICH ARE NOT DESIGNATED FOR PLANTING IN THE
PLANS SHALL BE HYDROSEEDED AT THE EARLIEST POSSIBLE TIME
AFTER SLOPE GRADING HAS BEEN COMPLETED OR AS DIRECTED BY THE
CITY ENGINEER. THE FOLLOWING MATERIALS AND RATES SHALL BE
USED FOR HYDROSEED MIXTURE:
CALIFORNIA POPPY, 95%
PURE,
75%
GERMINATION
2#/ac
LUPEN SUCULENTUS, 99%
PURE,
75%
GERMINATION
4#/ac
ATRIPLEX SEMIBACCATA,
95% PURE,
75% GERMINATION
8#/ac
FESTUCA MEGALURA, 85% PURE, 80% GERMINATION 12#/ac
NEMOPHILA MENZIESII, 95% PURE, 75% GERMINATION 3#/ac
WOOD FIBRE 2000#/ac
ECOLOGY -CONTROL M -BINDER - -- = 120#/ac
20. IF PERMANENT EROSION CONTROL HAS NOT BEEN ESTABLISHED BEFORE
THE ONSET OF THE RAINY SEASON (OCT. 15TH) OR IF CONSTRUCTION
OCCURS DURING THE PERIOD BETWEEN OCT. 15TH AND APRIL 15TH,
THEN EROSION CONTROL DEVICES SHALL BE PROVIDED AND AVAILABLE
ONSITE. THE CONTRACTOR IS RESPONSIBLE FOR THE PLACEMENT OF
SUCH DEVICES AS DIRECTED BY THE ENGINEER OF WORK, OR
WHENEVER RAIN IS FORECASTED.
21. ALL GRADING OR OTHER CONSTRUCTION WORK OUTSIDE OF THE RIGHT-
OF-WAY SHALL NOT BE PERMITTED WITHOUT WRITTEN PERMISSION
FROM THE OFFSITE PROPERTY OWNER.
22. ALL UNSUITABLE MATERIALS SHALL BE REMOVED FROM THE PROJECT
AND TO A SUITABLE DISPOSAL SITE.
23. NO TREES SHALL BE REMOVED WITHOUT PERMISSION FROM THE CITY
COMMUNITY DEVELOPMENT DEPARTMENT, EXCEPT AS SHOWN.
24. ALL BASE MATERIAL AND ASPHALT IN RIGHT-OF-WAY SHALL BE IN
CONFORMANCE WITH CURRENT CALTRANS SPECIFICATIONS. 1/2"
MEDIUM MAX. FOR ASPHALT, AND 3/4" MAX. CLASS II BASE.
25. STRUCTURAL SECTION IN RIGHT-OF-WAY SHALL BE BASED UPON SOILS
TESTS TO DETERMINE THE R -VALUE OF EXISTING SOIL AND A
TRAFFIC INDEX DESIGNATED BY THE CITY ENGINEERING DEPARTMENT
OF T.I.=
26. ALL SAW CUTTING WHETHER IN PORTLAND CEMENT CONCRETE OR
ASPHALT CONCRETE SHALL REVEAL A COMPETENT STRUCTURAL SECTION
AND NEW PAVING SHALL BE JOINED AT THIS POINT. THE STRUCTURAL
SECTION SHALL BE INSPECTED BY THE CITY ENGINEERING
DEPARTMENT PRIOR TO THE PLACEMENT OF BASE.
ATAS-NOTES.GEN
/J&
27. ALL UTILITY RELOCATIONS AND/OR ALTERATIONS SHALL BE THE SOLE
RESPONSIBILITY OF THE DEVELOPER AT HIS EXPENSE.
28. THE CITY INSPECTOR, ACTING ON BEHALF OF THE CITY ENGINEERING
DEPARTMENT, MAY REQUIRE REVISIONS IN THE PLANS TO SOLVE
UNFORESEEN PROBLEMS THAT MAY ARISE IN THE FIELD. ALL
REVISIONS SHALL BE SUBJECT TO THE APPROVAL OF THE DESIGN
ENGINEER.
29. THE CONSTRUCTION CONTRACTOR SHALL MAINTAIN A CURRENT,
COMPLETE AND ACCURATE RECORD OF ALL CHANGES WHICH DEVIATE
FROM THE CONSTRUCTION AS PROPOSED IN THESE PLANS AND
SPECIFICATIONS --FOR THE PURPOSE OF PROVIDING -THE DESIGN
ENGINEER WITH A BASIS FOR RECORD DRAWINGS. NO CHANGES SHALL
BE MADE WITHOUT PRIOR APPROVAL OF THE CITY ENGINEER AND THE
DESIGN ENGINEER.
30. A REGISTERED CIVIL ENGINEER MUST CERTIFY THAT THE
IMPROVEMENTS, WHEN COMPLETED, ARE IN CONFORMANCE WITH THE
APPROVED PLANS PRIOR TO THE REQUEST FOR FINAL INSPECTION.
"AS -BUILT" PLANS ARE TO BE PREPARED AFTER CONSTRUCTION IS
COMPLETED. THE CIVIL ENGINEER CERTIFYING THE IMPROVEMENTS
AND PREPARING THE "AS -BUILT" PLANS SHALL BE PRESENT WHEN THE
FINAL INSPECTION IS MADE.
31. THE PLAN CHECK AND APPROVAL OF THESE PLANS BY THE CITY OF
ATASCADERO DOES NOT RELIEVE THE DESIGN ENGINEER FOR ANY
DISCREPANCIES, ERRORS, OR OMISSIONS WHICH MAY BECOME
APPARENT PRIOR TO COMPLETION OF CONSTRUCTION. THE DESIGN
ENGINEER OR OTHER DESIGNATED ENGINEER OF WORK SHALL BE
RESPONSIBLE FOR CORRECTING ANY DESIGN DEFICIENCIES, ERRORS,
OR OMISSIONS TO THE APPROVAL OF THE CITY ENGINEER IN
ACCORDANCE WITH CITY STANDARDS AND SPECIFICATIONS.
ATAS-NOTES.GEN
��7