HomeMy WebLinkAbout000-000-015r
1
NEW HOUSING UNITS
Butte County Jail
33 County,"Center Drive
Oroville. California
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Reference Documents
for.
FOUNDATION PERMIT PACKAGE
Civil Specifications
Geotechnical Report
July;26, 1993
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NEW HOUSING UNITS FOR BUTTE COUNTY JAIL
TABLE OF CONTENTS
'
FOR
TECHNICAL SPECIFICATIONS
'
PAGES INCLUSIVE
DIVISION 2
- SITE
WORE:
'
Section
02010
Subsurface Conditions
02010-1
- 02010-1
Geotechnical Investigation Report
Section
02117
Clearing and Grubbing
02117-1
- 02117-1
'
Section
02210
Site Grading
02210-1
- 02210-1
Section
02221
Trenching, Backfilling & Compacting
02221-1
- 02221-5
'
:Section
Section
02232
02280
Roadway Base
Weed and Termite Control
02232-1
02280-1
- 02232-1
- 02280-1
Section
02513
Asphaltic Concrete Paving
02513-1
- 02513-1
Section
02721
Storm Sewerage Systems
02721-1
- 0227221-3
Section
02722
Sanitary Sewerage Systems
02772-1
- 02772-•S
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Section
02830
Chain Link: Fencing u Gates
02830-1
- 02830-2
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SECTION 02010
SUBSURFACE CONDITIONS
PART 1 - GENERAL
1. DESCRIPTION
A. A geotechnical investigation report, dated November 19, 1992 was
prepared by Kleinfelder, Inc., hereinafter referred to as the Soils
Engineer. A copy of this report may be inspected at the following
locations:
B. Although this report was obtained for -the Owner's use in design and
is not a part of the Contract Documents, the report and log of
borings is herein made available for the Contractor's use and
information. The report is not a warrant of subsurface conditions
but a guide to the general conditions that may, in the opinion of
the Soils Engineer, reasonably be expected. The Contractor is to
form his own conclusions regarding the nature of the soils which may
be encountered during construction and difficulties he may encounter
to complete all work within the scope of the project.
C. The Owner assumes no responsibility in respect to the sufficiency or
raccuracy of the investigation, and there is no warranty or
guarantee, either expressed or implied, that the conditions
indicated are uniformly correct or that unforeseen conditions may
not be uncovered.
2. ADDITIONAL INFORMATION
A. The Contractor should visit the site and acquaint himself with all
` existing conditions. Prior to bidding, bidders may make their own
subsurface investigation, but any site visits or subsurface
investigations shall be performed only under time schedules and
arrangements approved in advance by the Owner.
3. QUALITY ASSURANCE
A. The Soils Engineer may be retained by the Owner to perform
observation and testing services of work in connection with
excavation, filling, and grading. All grading work that does not
meet the Soils Engineer's requirements must be removed and reworked
to meet the requirements. However, the Contractor should not
deviate from the Contract Documents without specific and written
approval from the Owner.
B. All import material must be approved by the Soils Engineer prior to
being brought to the site. The Contractor must notify the Soils -
Engineer ten (10) working days in advance of proposed start of
grading.
'
C. Notify the Soils Engineer 48 hours in advance of start of
operations.
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02010 -
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�KL KLEINFELDER
1
. GEOTECHNICAL INVESTIGATION REPORT
PROPOSED HOUSING UNITS
BUTTE COUNTY JAIL
OROVILLE, CALIFORNIA
RECEM
N 0 V 2 5 1992
Iffim & LM
1 .
This document was prepared for use only by the client, only for the purposes stated, and within a reasonable time
.'� from issuance. Non-commercial, educational, and scientific use of this report by regulatory agencies is regarded as a
"fair use" and not a violation of copyright. Regulatory agencies may make additional copies of this document for
internal use. Copies may also be made available to the public as required by law. The reprint must. acknowledge the
copyright and indicate that permission to reprint has been received.
Copyright 1992 Meinfelder, Inc. All Rights Reserved.
1
k14 KLEINFELDER
November 19, 1992
Count of Butte
c/o Kitchell CEM
501 J Street, Suite 630
Sacramento, CA 95814
Attention: Mr. Ron Duek
Subject: GEOTECHNICAL INVESTIGATION REPORT
PROPOSED HOUSING UNITS
BUTTE COUNTY JAIL
OROVILLE, CALIFORNIA
Dear Mr. Duek:
Kleinfelder is pleased to present the attached geotechnical investigation report for two proposed
housing units to be constructed within the existing Butte County Jail facility located in Oroville,
California. 'The purpose of our investigation was to explore and evaluate the subsurface
conditions at various locations on the site in order to develop geotechnical engineering
recommendations for project design and construction.
Based on the results of our field investigation and laboratory testing programs, it is our
professional opinion the site may be developed for the proposed housing units using conventional
grading and foundation construction techniques. However, due to the presence of expansive soils
within portions of the site and loose, potentially compressible surficial soils (located primarily
within an existing, on-site drainage swale), modifications in the approach to site grading will be
required during site development. Specific- recommendations regarding these existing soil
conditions as well as general recommendations regarding the geotechnical aspects of project
design and construction are presented in the following report.
1 Recommendationsrovided herein are contingent on the provisions outlined in the
ADDITIONAL SERVICES and LIMITATIONS sections of this report. The project Owner
should become familiar with these provisions in order to assess further involvement by
Kleinfelder and other potential impacts to the proposed project.
We appreciate the opportunity of providing our services for this project.. If you have questions
regarding this report or if we may be of further assistance, please contact the undersigned.
cc: Client (6)
' R2189/23-4452-01
COW ht 1992 Kleinfelder, Inc.
KLEp
COW
3077 Fite Circle, Sacramento, CA 95827 (916) 366-1701
1
Very truly yours,
KL ELDER, INC
�J
ian�dall D. Harris, P.E.
Staff En ine
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A
R. eith Bro n, P.E.
Senior Engineer
�.
RDH:RKB:mh
cc: Client (6)
' R2189/23-4452-01
COW ht 1992 Kleinfelder, Inc.
KLEp
COW
3077 Fite Circle, Sacramento, CA 95827 (916) 366-1701
1
TABLE OF CONTENTS
M KLEINFELDER
Page Number
INTRODUCTION.................................................................................................... 1
ProposedConstruction.............................................................................................1
PreviousInvestigation................................................................................................ 2
Purpose and Scope of Services................................................................................ 2
SITECONDITIONS........................................................................................
Surface..........................................................................:.............................................. 4
Subsurface................................................................................................................... 4
CONCLUSIONS AND RECOMMENDATIONS .............................................. 5
General..............:........................:........................................:...................................... 5
ExpansiveSoils.................................................:........................................................ 5
Loose, Surficial Soils................................................................................................. 6
SitePreparation......................................................................................................... 6
Subdrain Within Existing Drainage Swale............................................................ 8
TemporaryExcavations............................................................................................ 9
EngineeredFill........................................................................................................10
TrenchBackfill....................................................................... -
1
PermanentSlopes....................................................................................................13
SpreadFoundations...............................................................................................14
RetainingWalls.......................................................................................................15
Interior Concrete Slabs Supported-On-Grade....................................................17
Exterior Concrete Slabs Supported-On-Grade..................................................18
Pavements.................................................................................................................18
ADDITIONAL SERVICES.................................................................................. 21
ProjectBid Documents........................................................................................... 21
Plans and Specifications Review........................................................................... 21
Construction Observation and Testing................................................................21
rw�
TABLE OF CONTENTS
KLEINFELDER
Page Number
Additional Copies of Report................................................................................. 22
LINHTATI O N S........................................................................................................ 23
APPENDIXA........................................................................................................ A-1
FIELD INVESTIGATION AND LABORATORY TESTING ..................A-1
FieldInvestigation.................................................................................................A-1
LaboratoryTesting,.............................................................................................. A-2
Listof Attachments...............................................................................................A-3
M -It
k`■ KLEINFELDER
GEOTECHNICAL INVESTIGATION REPORT
PROPOSED HOUSING UNITS
BUTTE COUNTY JAIL
OROVILLE, CALIFORNIA
INTRODUCTION
In this report we present the results of our geotechnical investigation for two proposed
housing units to be constructed within the existing Butte County Jail facility located in
Oroville, California. The site location relative to existing streets and topographic features
is shown on Plate 1.
This report includes our recommendations related to the geotechnical aspects of project
design and construction. Conclusions and recommendations presented in this report are
based on the subsurface conditions encountered at the locations of our explorations and
' the provisions and requirements outlined in the ADDITIONAL SERVICES and
LIMITATIONS sections of this report. Recommendations presented herein should not be
extrapolated to other areas or used for other projects without our prior review.
i
PROPOSED CONSTRUCTION
The proposed project will involve construction of two, single -story, concrete tilt -up or
masonry block buildings with concrete slab -on -grade floors. Each proposed building will
encompass approximately 26,500 square feet in plan area. Maximum anticipated wall and
column loads will be about 5 kips per lineal foot and 60 kips, respectively. Appurtenant
construction will include asphalt concrete pavements and underground utilities.
Grading plans were not available at the time this report was prepared; however, as site
topography is moderately sloping, earthwork cuts and fills of about 5 to 7 feet in vertical
extent are expected to achieve level building pads (at or near Elevation 250 feet) and
provide vehicular access and positive surface drainage. -Excavations.—for undergo d�
trutilities_arenot anticipated to^exceed 3 to 5 feet.below existing site grade.,
A plot plan indicating the proposed building layout is shown on Plate 2.
R2189/23-4452-01 Page 1 of 23 November 19,1992
Copyright 1992 Kleinfelder, Inc.
hn KLEINFELDER I
PREVIOUS INVESTIGATION
Kleinfelder previously -performed a geotechnical investigation for an adjoining site. The
purpose of that investigation was to explore and evaluate site subsurface conditions in
order to develop geotechnical engineering recommendations for project design and
construction. The scope of that study included subsurface explorations involving 4 test pits
to a maximum depth of 9 feet below then -existing grade, laboratory testing, and
engineering analyses. Results of this previous investigation are presented in a report
entitled "GEOTECHNICAL ENGINEERING REPORT, BUTTE COUNTY
DETENTION FACILITY, MINIMUM SECURITY DORMITORY, OROVILLE,
CALIFORNIA," dated July 11, 1984 (Kleinfelder File No. A-2484-1).
PURPOSE AND SCOPE OF SERVICES
The purpose of our investigation was to explore and evaluate the subsurface conditions at
various locations on the site in order to develop recommendations related to the
geotechnical aspects of project design and construction.
The scope of our services was outlined in our proposal dated July 16, 1992, and included
the following:
o A review of available subsurface information contained in our files pertinent to
the proposed construction and project site.
o Exploration of the subsurface conditions at various locations within the area of
the proposed construction utilizing 5 exploratory test pits.
o Limited laboratory testing of representative samples obtained during the field
investigation to evaluate relevant engineering parameters of the subsurface
soils.
o Engineering analyses on which to base our recommendations for the design and
construction of the geotechnical aspects of the project.
o Preparation of this report which includes:
• A description of the proposed project;
• A description of the surface and subsurface site conditions encountered
during our field investigation;
• Recommendations related to the geotechnical aspects of:
- Site preparation and engineered fill;
R2189/23-4452-01 Page 2 of 23 November 19, 1992
Copyright 1992 Kleinfelder, Inc.
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kn KLEINFELDER
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82189/23-4452-U1
Copyright 1992 Meinfelder, Inc. .
Page 3 of 23
November 19, 1992
Temporary excavations, and trench backfill;
P rY
- Permanent slopes and erosion protection;
- Foundation design and construction;
- Earth retaining walls;
- Concrete slabs supported -on -grade;
Asphalt concrete pavements; and
• An appendix which includes a summary of our field investigation and
laboratory testing programs.
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82189/23-4452-U1
Copyright 1992 Meinfelder, Inc. .
Page 3 of 23
November 19, 1992
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k'q KLEINFELDER I
SITE CONDITIONS
SURFACE
The site consists of a rectangular -shaped parcel located immediately west of the existing
Butte County Jail at 33 County Center Drive in Oroville, California. The site is bounded
by an earthen mound (part of an existing gun range) and an equipment storage yard to the
north, the existing jail to the east, and undeveloped property to the south and west.
Currently, the site is essentially undeveloped. However, buried water and sewer lines and
an overhead power line cross the site in a north -south direction. Additionally, a drainage
swale crosses the site from the south down to the north; an access road crosses this swale
near the middle of the site utilizing a culvert and earth fill. Existing site vegetation consists ,
of low -to -high grasses and sparse trees. Site topography slopes gently -to -moderately
downward towards the north.
SUBSURFACE '
Near -surface soils encountered in our test pits consisted predominantly of very -loose -to -
medium -dense sandy silt and very -soft -to -hard silty and sandy clay to depths of about 3-1/2
feet below existing site grade. Below these near -surface soils, medium -dense -to -very- ,
dense, weakly -to -strongly cemented sandy silt and gravelly sand were encountered to the
maximum depth explored (6-1/2 feet below existing site grade).
At the time of our field investigation, no free groundwater was encountered in any of our
test pits. It should be noted that groundwater conditions within the area may vary
depending on rainfall, irrigation practices, and/or runoff conditions not apparent at the
time of our field investigation.
A discussion of the field investigation and laboratory testing programs is presented in
Appendix A of this report. Detailed descriptions of the subsurface conditions encountered
during our field investigation are presented on the Logs of Test Pits, Plates A-3 through
A-7 of the appendix.
R2189/23-4452-01 Page 4 of 23 November 19,1992 ,
Copyright 1992 Meinfelder, Inc.
CONCLUSIONS AND RECOMMENDATIONS
GENERAL
k`i KLEINFELDER
Based on the results of our field investigation and laboratory testing programs, it is our
professional opinion the site may be developed for the proposed housing units using
conventional grading and foundation construction techniques. However, due to the
presence of expansive soils within portions of the site and loose, potentially compressible
surficial soils (located primarily within an existing, on-site drainage swale), modifications in
the approach to site grading will be required during site development. Specific
recommendations regarding these existing soil conditions as well as general
recommendations regarding the geotechnical aspects of project design and construction are
presented below.
EXPANSIVE SOILS
Based on the results of our field investigation And laboratory testing programs, near -
surface, mottled light yellow-brown, brown, dark brown, yellow and/or red clay soils
encountered within Test Pits TP -1, TP -2, and TP -4 are moderately -to -highly expansive.
Expansive soils are characterized by their ability to undergo significant volume change
(shrink or swell) due to variations in moisture content. Changes in soil moisture content
can result from rainfall, landscape irrigation, utility leakage, roof drainage,, perched
groundwater, drought, or other factors and may cause unacceptable settlement or heave of
structures, concrete slabs supported -on -grade, or pavements supported over these
materials.
The lateral and vertical extent of potentially expansive soils within specific areas of the site
could not be evaluated with the available data. Therefore, we recommend a representative
from Kleinfelder be present during site grading to evaluate proposed building and
pavement areas for the presence of near -surface, expansive soils. In the event expansive
soils are encountered (or suspected) within 24 inches of finished subgrade, we recommend
these materials be excavated (to a depth of at least 24 inches below finished subgrade) and
replaced with non -expansive soil, placed and compacted in accordance with
recommendations provided below for engineered fill. Excavated, expansive soil should
either be: (1) disposed of off-site; (2) placed in landscape areas of the project; or (3) placed
within the lower -portion (i.e. at least 24 inches below finished subgrade) of deep fills.
R2189/23-4452-01 " Page 5 of 23 November 19,1992
Copyright 1992 Kleinfelder, Inc.
hn KLEINFELDER I
LOOSE, SURFICIAL SOILS
Based on the results of our field investigation, loose, surficial soils are present within the
existing, on-site drainage swale (which traverses the site in a north/south direction) to
depths of approximately 2 feet below existing site grade. In our opinion, these materials
are potentially compressible and could result in excessive settlement of structural
improvements (including an engineered fill) located over this area. Therefore, we
recommend all loose, surficial soils associated with the existing drainage swale and located
within the area of proposed development be completely removed and replaced with
engineered fill. Based on available information, we estimate the average depth of removal
required to remove existing loose soils will be on the order of 2 feet below existing site
grade; actual depths will vary and should be field verified by our representative during site
grading. Excavated soils may be reused as engineered fill provided any debris exceeding 3
inches in maximum dimension and all organic or deleterious material are removed and
disposed of off-site or outside the construction limits. Preparation of the subgrade exposed
by overexcavation and requirements for engineered fill should be in accordance with
recommendations provided below (see sections entitled "SITE PREPARATION" and
"ENGINEERED FILL').
SITE PREPARATION
Stripping and Grubbing
Prior to general site grading, existing vegetation, organic topsoil, and any debris should be
stripped and disposed. of outside the construction limits. We estimate the depth of
stripping to be approximately *1 to 3 inches over a majority of the site. Deeper stripping or
grubbing may be required where concentrations of organic soils or tree roots are
encountered during site grading. Stripped topsoil (less any debris) may be stockpiled and
reused for landscape purposes; howevei, this material should not be incorporated into any
engineered fill.
Existing Utilities, Wells, and/or Foundations
Abandoned utility lines, septic tanks, cesspools, wells, and/or foundations (if any)
encountered within the area of construction should be removed and disposed of off-site;
existing wells should be abandoned in accordance with applicable regulatory requirements.
Existing utility pipelines which extend beyond the limits of the proposed construction and
R2189/23-4452-01 Page 6 of 23 November 19,1992
Copyright 1992 Kleinfelder, Inc.
t
h� KLEINFELDER
will be abandoned in-place should be plugged with cement grout to prevent migration of
soil and/or water. All excavations resulting from removal activities should be cleaned of
loose or disturbed material (including all previously -placed backfill) and dish -shaped (with
sides sloped 3(h):1(v) or flatter) to permit access for compaction equipment.
Exploratory Test Pit Backfill
Loosely -placed backfill associated with exploratory test pits performed for this study and
which are located in areas of future structures, concrete slabs supported -on -grade, or
pavements should be completely removed and replaced with engineered fill (up to finished
subgrade). The approximate location of exploratory test pits performed for this study are
shown on Plate 2. Recommendations for engineered fill are provided below (see section
entitled "ENGINEERED FILL").
Loose, Surficial Soils Within Existing Drainage Swale
We recommend all loose, surficial soils associated with the existing drainage swale and
located within the area of proposed development be completely removed and replaced with
engineered fill. Based on available information, we estimate the average depth of removal
required to remove existing loose soils will be on the order of 2 feet below existing site
grade; actual depths will vary and should be field verified by our representative during site
grading. Excavated soils may be reused as engineered fill provided any debris exceeding 3
inches in maximum dimension and all organic or deleterious material are removed and
disposed of off-site or outside the. construction limits. Preparation of the subgrade exposed
by overexcavation and requirements for engineered fill should be in accordance with
recommendations provided below (see sections entitled "Scarification and Compaction"
and "ENGINEERED FILL").
Scarification and Compaction
Following site stripping and any required grubbing and/or overexcavation (including those
for removal of test pit fill and/or loose, surficial soils within the existing, on-site drainage
swale), we recommend all areas to receive engineered fill or. to be used for the future
support of structures or concrete slabs supported -on -grade be scarified to a depth .of 8
inches, uniformly moisture -conditioned to between 0 and 5 percent above the optimum
moisture content, and compacted to at least 90 percent of the maximum dry density as
R2189/23-4452-01
Copyright 1992 Kleinfelder, Inc.
Page 7 of 23
November 19,1992
M51%
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h4 KLEINFELDER
determined by ASTM (American Society for Testing and Materials) Test Method D 1557*;
within pavement areas the scarified subgrade should be compacted to at least 95 percent
relative compaction. Scarification and compaction may not be required within earthwork
cut areas consisting of cemented soils and if approved by the project Geotechnical
Engineer during construction.
IMPORTANT NOTE: In-place scarification and compaction may not be adequate to
density all disturbed soil within areas grubbed or otherwise disturbed below a depth of
about 8 inches. Therefore, overexcavation of disturbed soil, scarification and compaction
of the exposed subgrade, and replacement with engineered fill may be required to
sufficiently density all disturbed soil.
WARNING: Should site grading be performed during or subsequent to wet weather, near -
surface ' site soils may be significantly above optimum moisture content. Perched
groundwater may also develop above dense, cemented on-site soils, saturating near -surface
materials. These conditions could hamper equipment maneuverability and efforts to
compact site soils to the recommended compaction criteria. Disking to aerate, chemical
treatment, replacement with drier material, stabilization with a geotextile fabric or grid, or
other methods may be required to reduce excessive soil moisture and/or facilitate
earthwork operations.
SUBDRAIN WITHIN EXISTING DRAINAGE SWALE
Prior to placing fill within the existing, on-site drainage swale, it may be necessary to install
a subdrain along the bottom of the swale. Plate 3 presents a typical subdrain detail. In
general, a subdrain should be installed if significant subsurface seepage or surface
infiltration is anticipated to collect within the swale and if this water could adversely impact
the proposed development. We recommend subdrain requirements (including location,
lateral extent, and outlet conditions) be evaluated by the project Geotechnical and Civil
Engineers based on the conditions encountered after removal of loose, surficial soils and
after review of planned finished grades (which were not available at the time this report
was prepared).
*This test procedure should be used wherever relative compaction, maximum dry density,
or optimum moisture content is referenced within this report.
R2189/23-4452-01 Page 8 of 23 November 19,1992
Copyright 1992 Meinfelder, Inc.
h'9 KLEINFELDER
TEMPORARY EXCAVATIONS
General
All excavations, must comply with applicable local, state, and federal safety regulations
including the current OSHA Excavation and Trench Safety Standards. Construction site
safety generally is the sole responsibility of the Contractor, who shall also be solely
responsible for the means, methods, and sequencing of construction operations. We are
providing the information below solely as a service to our client. Under no circumstances
should the information provided be interpreted to mean that Kleinfelder is assuming
' responsibility for construction site safety or the Contractor's activities; such responsibility is
not being implied and should not be inferred.
Excavations and Slopes
The Contractor should be aware that slope height, slope inclination, or excavation depths
(including utility trench excavations) should in no case exceed those specified in local,
state, and/or federal safety regulations (e.g., OSHA Health and Safety Standards for
' Excavations, 29 CFR Part 1926, or successor regulations). Such regulations are strictly
enforced and, if they are not followed, the Owner, Contractor, and/or earthwork and utility
subcontractors could be liable for substantial penalties.
Near -surface soils encountered during our field investigation consisted predominately of
sandy silt, silty and sandy clay, and gravelly sand. -In our opinion these soils would be
considered a Type B soil when applying the OSHA regulations. For this soil type OSHA
recommends a maximum slope inclination of 1(h):1(v) or flatter for excavations 20 feet or
less in depth. Steeper cut slopes may be utilized for excavations less than 5 feet deep
depending on the strength, moisture content, and homogeneity of the soils as observed in
the field.
IMPORTANT NOTE: Flatter slopes and/or trench shields may be required if loose,
cohesionless soils and/or water are encountered along the slope face.
Construction Considerations
Heavy construction equipment, building materials, excavated soil, and vehicular traffic
should not be allowed within 1/3 the slope height from the top of any excavation. Where
the stability of adjoining buildings, walls, or other structures is endangered- by excavation
R2189/b-4452-01 Page 9 of 23 November 19, 1992
Copyright 1992 Kleinfelder, Inc.
h4 KLEINFELDER
operations, support systems such as shoring, bracing, or underpinning may be required to
provide structural stability and to protect personnel working within the excavation.
Shoring, bracing, or underpinning required for the project (if any) should be designed by a
professional engineer registered in the State of California.
During wet weather, earthen berms or other methods should be used to prevent runoff
water from entering all excavations. All runoff water should be collected and disposed of
outside the construction limits.
Anticipated Excavation Conditions
Based on the excavation conditions encountered within our test pits, we anticipate on-site
soils should be excavatable to depths of approximately 5 feet below existing site grade using
conventional earthwork and trenching equipment. Trench excavations which extend into
strongly -cemented soils (encountered in Test Pit TP -2) are anticipated to be difficult and
may require a track -mounted excavator (such as a Caterpillar 225) equipped with a ripper
tooth or hydro -hammer.
ENGINEERED FILL
Materials
All engineered fill soils should be nearly -free of organic or other deleterious debris,
essentially non -plastic, and less than 3 inches in maximum dimension. In general, well -
graded mixtures of gravel, sand, non -plastic silt, and small quantities of clay are acceptable
for use as engineered fill. Specific requirements for engineered fill, as well as applicable
test procedures to verify material suitability, are provided below.
82189/234452-01 Page 10 of 23 November 19,1992
Copyright 1992 Meinfelder, Inc.
hn K.LEINFELDER
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Test Procedures
Gradation
Percent
'
Sieve Size ` Passing
ASTMI
Caltrans2 UBC3
AASHTO4
3 inch 100
C 136
202' ---
T 88
3/4 inch 70-100
C 136
202 _
---
'
No. 4 50-100
C 136
202 _
T 88
No. 40 - 30-100
C 136
--- ---
T 88
No. 50 30-100
---
202
No. 200 15.-70
1
C 136
202 --- .
T88
Plasticity
'
Liquid Plasticity
Lima Index
< 30 < 12
D 4318
204 ---
T 89, T 90
Organic` Content
Less than 3%
D 2974
--- ---.
T 267
Expansion Potential
'
Less than 20%
---
--- 29-2
---
Maximum Dly Density
More than 105 pcf
D 1557
--- ---
T 180.
' We anticipate . some -to -most of the on-site soils (depending on depth of excavation) will
meet the requirements indicated, above and may be used in engineered fills. However, on.
site, mottled light yellow-brown, brown, dark brown, yellow, and/or red clay soils
(encountered in Test Pits TP -1, TP- 2, and TP -4) are considered expansive and should not
be used in any engineered fill located within; 24 inches of finished subgrade. We
recommend a representative from Kleinfelder be present during site grading to evaluate
the suitability of excavated soil for use as engineered fill. All imported fill materials to be
' used for engineered fill should be sampled and tested by Kleinfelder prior to being
transported to the site.
I American Society for Testing and Materials Standards (latest edition)
2 State of California, Department of Transportation, Standard Test Methods
(latest edition)
3 Uniform Building Code (latest edition)
4 American Association of State Highway and Transportation Officials, Standard
Specifications for Transportation Materials and Methods of Sampling and Testing
(latest edition)
'R2189/B4452-01 Page it of 23 November, 19,1992
Copyright 1992 Meinfelder, Inc.
h'q KLEINFELDER
Compaction Criteria
Soils used for engineered fill should be uniformly moisture -conditioned to between 0 and 5
percent above the optimum moisture content, placed in horizontal lifts less than 8 inches in
loose thickness, and compacted to at least 90 percent relative compaction. Fills exceeding
5 feet in thickness should be compacted to at least 93 percent relative compaction for their
full depth. Fill placed within nonstructural areas of the project (e.g., areas that will not
support structures, concrete slabs supported -on -grade, pavements, or other improvements)
may be compacted to a minimum relative compaction of 85 percent.
IMPORTANT NOTE: At the time of our field investigation, near -surface soils appeared to
be significantly above optimum moisture content. This condition could hamper equipment
maneuverability and efforts to compact site soils to the recommended compaction criteria.
Disking to aerate, chemical treatment, replacement with drier material, or other methods
may be required to reduce excessive soil moisture.
TRENCH BACKFILL
Pipe zone backfill (i.e., material beneath and in the immediate vicinity of the pipe) should
consist of native or imported soil less than one inch in maximum dimension; trench zone
backfill (i.e., material placed between. the pipe zone backfill and finished subgrade) may
consist of native soil which meets the requirements for engineered fill provided above..
All trench backfill should be placed and compacted in accordance with recommendations
provided above for engineered fill. Within pavement areas, trench backfill should be
compacted to at least 95 percent relative compaction within 12 inches of finished subgrade.
Mechanical compaction is recommended; ponding or jetting should be avoided, especially
in areas supporting structural loads or beneath concrete slabs supported -on -grade,
pavements, or other improvements.
If import material is used for pipe or trench zone backfill, we recommend it consist of fine-
grained sand. In general, coarse-grained sand and/or gravel should not be used for pipe or
trench zone backfill due to the potential for soil migration into the relatively large void
spaces present in this type of material and water seepage along trenches backfilled with
coarse-grained sand and/or gravel.
R2189/23-4452-01 Page 12 of 23 November 19,1992
Copyright 1992 Meinfelder, Inc. 0
r�`■ KLEIN FELDER
' PERMANENT SLOPES .
' General
We recommend all cut and fill slopes up to a maximum height of 10 feet be constructed at
' a gradient no steeper than 2(h):1(v). Slopes exceeding 30 feet in vertical height should
include at least one terrace as outlined in Section 7012 of the Uniform Building Code
' (UBC), latest edition.
Key and Bench Requirements
Fill placed on existing fill or natural slopes steeper than 5(h):1(v) should be keyed and
benched into the existing slope. 'In general, keyways should extend into firm, undisturbed
soil and/or rock, be a minimum of 8 feet wide, 2 to 4 feet deep (below existing site grade),
and extend the full length of the slope. A typical key and bench detail is shown on Plate 4.
1 Erosion Control
' To reduce the potential for surface erosion, all cut and fill slopes should be surfaced with
asphalt or concrete paving material, or vegetated with deep-rooted perennial grasses. If fill
slopes are to be paved, the slopes should be overbuilt and trimmed back to provide a well -
compacted subgrade for -the paved surface. To further reduce the potential for surface
erosion, a berm or "V" ditch may be located at the top of slopes subject to significant
overland water flows in order to intercept and redirect surface runoff.
' Cut Slope Seepage
Subsurface seepage may be encountered seasonally along cut slopes which traverse on-site
U_
cemented soils . and overlying surficial soils. This potential seepage may result in the
overland flow of water, adversely impacting proposed project features. Therefore, we
recommend the project Civil Engineer review the subsurface information available in this
report with respect to site grading plans (which were not available at the'time this report
was prepared) in order to assess potential impacts to the proposed project (if any) and to
develop possible mitigation measures (if required).
R2189/23-4452-01 Page 13 of 23 November 19,1992
Copyright 1992 Meinfelder, Inc.
k4 KLEINFELDER
SPREAD FOUNDATIONS
Allowable Bearing Pressures
We recommend spread footings constructed of reinforced concrete and founded on
undisturbed native soil and/or engineered fill be used for support of the proposed housing
units. For these structures, footings should be a minimum of 12 inches wide and embedded
a minimum of 12 inches below the lowest final adjacent subgrade`. An allowable bearing
pressure of 2,500 pounds per square foot (psf) may be used for spread foundations with the
above minimum dimensions.
The allowable bearing pressure will vary with footing width and embedment. Therefore,
the minimum allowable bearing pressure provided above may be increased by 250 psf for
each additional foot of width and by 500 psf for each additional foot of embedment up to a
maximum allowable bearing pressure of 4,000 psf.
The allowable bearing pressure provided above is a net value; therefore, the weight of the
foundation (which. extends below grade) may be neglected when computing dead loads.
The allowable bearing pressure applies to dead plus live loads, includes a calculated factor
of safety of at least 3, and may be increased by 1/3 for short-term loading due to wind or
seismic forces.
Estimated Settlements
Total settlement of an individual foundation will vary depending on the plan dimensions of
the foundation and the actual load supported. Based on anticipated foundation dimensions
and loads, we estimate maximum settlement of foundations designed and constructed in
accordance with the preceding recommendations to be on the order of 3/4 inch.
Differential settlement between similarly loaded, adjacent footings is expected to be less
than 1/4 inch. Settlement of all foundations is expected to occur rapidly and should be
essentially complete shortly after initial application of the loads.
"Within this report, subgrade refers to the top surface of undisturbed native soil; native soil
compacted during site preparation, or engineered fill.
R2189/23-4452-01 Page 14 of 23 November 19,1992
Copyright 1992 Meinfelder, Inc.
k" KLEINFELDER
Lateral Resistance
Resistance to lateral loads (including those due to wind or seismic forces) may be provided
by frictional resistance between the bottom of concrete foundations. and the underlying
' soils, and by passive soil pressure against the sides of the foundations. A coefficient of
friction of 0.35_ may be used between cast -in-place concrete foundations and the underlying
soil. Passive pressure available in engineered fill or undisturbed native soil may be taken
as equivalent to the pressure exerted by a fluid weighing 350 pounds per cubic foot (pcf).
IMPORTANT NOTE: Lateral resistance parameters provided above are ultimate values.
Therefore, a suitable factor of safety should be applied to these values for design purposes.
The appropriate factor of safety will depend on the design condition and should be
determined by the project Structural Engineer. Depending on the application, typical
factors of safety could range from 1.0 to 1.5.
Construction Considerations
Structures located near the top (or bottom) of'a cut or fill slope should maintain a
minimum set -back in accordance with requirements indicated in Figure No. 29-1. (page
591) of the Uniform Building Code (UBC), 1991 edition, or 5 feet (measured horizontally
from the top of slope to the closest point of approach of the structure), whichever is
greater.
Prior to placing steel or concrete, footing excavations should be cleaned of all debris, loose
or soft soil, and water. All footing excavations should be observed by the project
Geotechnical Engineer just prior to placing steel or concrete . to verify the
recommendations contained herein are implemented during construction.
RETAINING WALLS
Lateral Earth Pressures
If retaining walls are utilized in this project, they should be designed to resist the earth
pressure exerted by the retained, compacted backfill plus any additional lateral force that
will be applied to the wall due to surface loads placed at or near the wall. The at -rest earth
pressure against walls that are restrained at the top and with level backfill may be taken as
equivalent to the pressure exerted by a fluid weighing 55 pounds per cubic foot (pcf). Fifty
R2189/23-4452-01 Page 15 of 23 November 19,1992
Copyright 1992 Meinfelder, Inc. 0
kn KLEINFELDER
percent of any uniform areal surcharge placed at the top of a restrained wall may be
assumed to act as a uniform horizontal pressure over the entire height of the wall.
Retaining walls that are not restrained at the top and with level backfill may be designed
for an active earth pressure developed by an equivalent fluid weighing 35 pcf. Thirty
percent of any uniform surcharge may be assumed to act as a uniform horizontal pressure
over the entire height of the wall.
Foundation Support
Retaining walls (if any) may be supported on shallow spread foundations similar to those
recommended above for the planned buildings (see section entitled "SPREAD
FOUNDATIONS").
Wall Drainage
The above -recommended values do not include lateral pressures due to hydrostatic forces.
Therefore, wall backfill should be free draining and provisions should be made to collect
and dispose of excess water that may accumulate behind earth retaining structures.
Wall drainage may be provided by free -draining gravel surrounded by synthetic filter fabric
or by prefabricated, synthetic drain panels. In either case, drainage should be collected by
perforated pipes and directed to a sump, storm drain, weep hole(s), or other suitable
location for disposal. We recommend drainrock consist of durable stone having 100
percent passing the 1 -inch sieve and zero percent passing the No. 4 sieve. Synthetic filter
fabric should have an equivalent opening size (EOS), U.S. Standard Sieve, of between 40
and 70, a permeability of at least 0.02 centimeters per second, a minimum flow rate of 50
gallons per minute per square foot of fabric, and a minimum puncture strength of 50
pounds.
Backfill Placement
All backfill should be placed and compacted in accordance with recommendations
provided above for engineered fill. Light equipment should be used during backfill
compaction to minimize possible overstressing of the wall.
R2189/23-4452-01 Page 16 of 23
Copyright 1992 Meinfelder, Inc.
November 19,1992 ,
h� KLEINFELDE9
' INTERIOR CONCRETE SLABS SUPPORTED -ON -GRADE
' Subgrade Preparation
Prior to constructing interior concrete slabs supported -on -grade, surficial soils should be
scarified to a minimum depth of 8 inches, uniformly moisture -conditioned to between 0 and
5 percent above the optimum moisture content, and compacted to at least 90 percent
relative compaction. Scarification and compaction may not be required if floor slabs are to
be placed directly on undisturbed engineered fill, or native soil compacted during site
preparation, or within earthwork cut areas consisting of cemented soils and if approved by
' the project Geotechnical Engineer during construction.
IRock Capillary Break
We recommend interior concrete slabs supported -on -grade be underlain by a capillary
break to reduce the potential for soil moisture migrating upwards toward the slab. This
capillary break should consist of compacted, free -draining crushed rock at least 4 inches
thick, graded 'so that 100 percent passes the 1 -inch sieve and less than 5 percent passes the
No. 4 sieve. In general, Caltrans Class 2 aggregate base or similar materials do not meet
the above recommendations and should not be used to underlay interior concrete slabs
supported -on -grade.
IMPORTANT NOTE: A capillary break may not be required for some types of
construction (such as warehouses, equipment buildings, garages, and other nonhabitable
structures). For these types of structures, the gravel capillary break recommended above
' may be omitted and the slab placed directly on the prepared subgrade or other approved
surface. In the event omission 'of the capillary break is considered, we recommend
Kleinfelder review the planned structure in order to assess the applicability of the
approach and provide (if necessary) additional recommendations regarding subgrade
preparation and/or support.
' Vapor Barrier
A vapor barrier is recommended under all interior concrete slabs supported -on -grade
which will be covered with moisture -sensitive floor coverings. A plastic or vinyl membrane
may be used for this purpose and should be placed over the rock capillary break to reduce
the potential for upward migration of water vapor towards the slab. To promote more
' uniform curing of the slab and provide protection of the membrane during construction,
R2189/234452-01 Page 17 of 23 November 19, 1992
Copyright 1992 Meinfelder, Inc.
i
hn KLEINFELDER
fine -to -medium -grained sand, 2 inches thick, should be placed on top of the membrane
prior to placing slab concrete. This sand should be moistened immediately prior to
concrete placement.
WARNING: Concrete should not be placed if sand overlying the vapor barrier has been
allowed to become wet (due to precipitation or excessive moistening) or if standing water is
present above the membrane. Excessive water beneath interior floor slabs could result in
significant vapor transmission through the slab, adversely affecting moisture -sensitive
floor coverings.
EXTERIOR CONCRETE SLABS SUPPORTED -ON -GRADE
Subgrade Preparation
Prior to constructing exterior concrete slabs supported -on -grade*, surficial soils should be
scarified to a minimum depth of 8 inches, uniformly moisture -conditioned to between 0 and
5 percent above the optimum moisture content, and compacted to at least 90 percent
relative compaction. Scarification and compaction may not be required if exterior slabs are
to be placed directly on undisturbed engineered fill, or native soil compacted during site
preparation, or within earthwork cut areas consisting of cemented soils and if approved by
the project Geotechnical Engineer during construction.
PAVEMENTS
General
One resistance value (R -value) test was performed on a representative sample of the
anticipated pavement subgrade materials encountered at the site. A laboratory R -value of
10 was obtained on a sample from Test Pit TP -1.
Recommended Sections
Pavement sections presented in the table below are based on the laboratory -obtained
R -values and current Caltrans design procedures. Traffic indexes of 4.0 and 5.5 were
assumed for the design of automobile parking areas and automobile driveways/access
ways, respectively. Traffic indexes assumed above should be reviewed by the project
*Within this report exterior concrete slab supported -on -grade refers. to walkways,
driveways, patios, etc. and specifically excludes roadway pavements.
R2189/23-4452-01 Page 18 of 23
Copyright 1992 Kleinfelder, Inc.
November 19, 1992
SAF
�`■ KLEINFELDER
Owner, Architect, and/or Civil Engineer to evaluate their suitability for; this project.
Changes in the traffic indexes will affect the corresponding pavement section. -
Recommended Pavement Sections*
Assumed Asphalt Aggregate
Traffic Concrete Base
' Pavement Description Index fee inches feet inches
Automobile Parking Areas 4.0 0.20 2-1/2 0.60 7
' Automobile
Driveways/Access Ways 5.5 0.25 3 0.90 11
Pavement sections provided above are contingent on the following recommendations being
' implemented during construction.
o All pavement subgrades should be scarified to a depth of 8 inches below
- finished subgrade elevation, uniformly moisture conditioned to between 0
' and 3 ercent above the optimum moisture content, and compacted to at
least 95 percent relative compaction. ,
' o Within areas consisting of cemented soils, compaction of pavement
subgrades may be omitted provided subgrade soils are undisturbed prior to
placing aggregate base and if approved by the project Geotechnical Engineer
during construction.
o Subgrade soils should be in a stable, non -pumping condition at the time
aggregate base materials are placed and compacted. r
o Aggregate base materials should be compacted to at least 95 percent relative
compaction.
o Adequate drainage (both surface and subsurface) should be provided such
that the subgrade soils and aggregate base materials are not allowed to
become wet.
o Aggregate base materials should meet current. Caltrans specifications for
Class 2 aggregate baserock.
o Asphalt pavingmaterials and placement methods should meet current
Caltrans specifcations for asphalt concrete.
*Caltrans design procedures for asphalt concrete pavements provide sections in units of
feet, rounded to the nearest 0.05 feet. We have also provided sections in units of inches,
rounded to the nearest 1/2 -inch. Sections provided above include a Gravel. Equivalent
Safety Factor of 0.2 (as recommended by Caltrans).
R2189/23-4452-01 Page 19 of 23 November 19,1992
Copyright 1992 Kleinfelder, Inc.
4
1y%,J KLEINFELDER
o All concrete curbs separating pavement and landscaped areas should extend
into the subgrade and below the bottom of adjacent, aggregate base
materials.
Unstable Subgrade
In the event unstable (pumping) subgrades are encountered within planned pavement
areas, we recommend a heavy, rubber -tired vehicle (typically a loaded water truck) be used
to test the load/deflection characteristics of the finished subgrade materials. We
recommend this vehicle have a minimum rear axle load (at the time of testing) of 16,000
pounds with tires inflated to at least 65 pounds per square inch pressure. If the tested
surface shows a visible deflection extending more than 6 inches from the wheel track at the
time of loading, or a visible crack remains after loading, corrective measures should be
implemented. Such measures could include disking to aerate, chemical treatment,
replacement with drier material, or other methods. We recommend Kleinfelder be
retained to assist in developing which method (or methods) would be applicable for this
project.
Variations in Subgrade Materials
Pavement sections provided above are based on the soil conditions encountered during our
field investigation, our assumptions regarding final site grades, and limited laboratory
testing. In the event actual pavement subgrade materials are significantly different than
those tested for this study, we recommend representative subgrade samples be obtained
and additional R -value tests performed. Should the results of these tests indicate a
significant difference, the design pavement section(s) provided above may need to be
revised.
R2189/234452-01 Page 20 of 23 November 19, 1992
Copyright 1992 Kleinfelder, Inc..
Il
F
F1
ADDITIONAL SERVICES
PROJECT BID DOCUMENTS
kn KLEINFELDER
It has been our expenence�contractors bidding on the project often contact us to discuss the
geotechnical aspects of the project. Informal contacts between Kleinfelder and an
individual contractor could result in misleading or incomplete information being provided
to the contractor. Therefore, we recommend a pre=bid meeting be held to answer any
questions about the report prior to submittal of bids. If this is not possible, questions or
clarifications regarding this report should be directed to the project Owner or his
designated representative. After consultation with Kleinfelder, the project Owner (or his
representative) should provide clarifications or additional information to. all contractors
bidding the job.
PLANS AND SPECIFICATIONS REVIEW
We recommend Kleinfelder conduct a general review of final plans and specifications to,
evaluate that our earthwork and foundation recommendations have been properly
interpreted and implemented during design. In the event Kleinfelder is not retained to
perform this recommended review, we will assume no responsibility for misinterpretation
of our recommendations.
CONSTRUCTION OBSERVATION AND TESTING
We recommend .thai all earthwork during construction be monitored by a representative
from Kleinfelder, including site preparation, placement of all engineered fill and trench
backfill, construction of slab and roadway subgrades, and all foundation excavations. The
purpose of these services would be to provide Kleinfelder the opportunity to observe the
soil conditions encountered during construction, evaluate the applicability of the
recommendations presented in this report to the soil conditions encountered, and
recommend appropriate changes in design or construction procedures if conditions differ
from those described herein.
' R2189/23-4452-01 Page 21 of 23 November 19, 1992
Copyright 1992 Kleinfelder, Inc.
KLEINFELDER
ADDITIONAL COPIES OF REPORT .
We have provided the addressee (as listed on the attached cover letter) with 6, bound
copies of this report. If additional copies are required, we can provide copies at an
additional cost (in accordance with our current fee schedule) and after receipt of a written
request from our client. Under no circumstances will we provide a copy of the report to
other design consultants or contractors without written permission from our client. .
82189/23-4452-01 Page 22 of 23 November 19,1992
Copyright 1992 Meinfelder, Inc.
kn KLEINFELDER
LIMITATIONS
Recommendations contained in this report are based on our field observations and
subsurface explorations, limited laboratory tests, and our present knowledge of the
proposed construction. It is possible that soil conditions could vary between or beyond the
points explored. If soil conditions are encountered during construction which differ from
those described herein, we should be notified immediately in order that a review may be
made and any supplemental recommendations provided. If the scope of the proposed
construction, including the proposed loads or structural locations, changes from that
described in this report,'our recommendations should also be reviewed.
We have prepared this report in substantial accordance with the generally accepted
geotechnical engineering practice as it exists in the site area at the time of our study. No
warranty is expressed or implied. The recommendations provided in this report are based
on the assumption that an adequate program of tests and observations will be conducted by
Kleinfelder during the construction phase in order to evaluate compliance with our
recommendations.
This report may be used only by the client and only for the purposes stated, within a
reasonable time from its issuance. Land use, site conditions (both on site and off site) or
other factors may change over time, and additional work may be required with the passage
of time. Any party other than the client who wishes to use this report shall notify
Kleinfelder of such intended use. Based on the intended use of the report, Kleinfelder may
require that additional work be performed and that an updated report be issued. Non-
compliance with any of these requirements by the client or anyone else will release
Kleinfelder from any liability resulting from the use of this report by any unauthorized
party.
R2189/2374452-01
Copyright 1992 Meinfelder, Inc.
Page 23 of 23
November 19, 1992
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'
CALIF T 0 1 MILE �%
QUADRANGLE LTION OG1000 0 1000 2000 3000 <000 5000 6000 7000 FEET 1 i
REFERENCE;'OROVLLE QUADRANGLE'
' USGS 7.5 n*w* lopogmpHe map. 1970.
SITE LOCATION MAP PLATE
K L E 1 N F E L D E R PROPOSED BUILDING ADDITION 1
BUTTE COUNTY JAIL
PROJECT N o . 23-4452-01 OROVI_LE, CALIFORNIIA
I
Copyright Kleirtieldw. k1C. 1992
�r r r r �■ �r �r r� rr r si rr r rr r r r rr r
------------
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LCopyright Klaillelder, Ix. 1992
E . AC,=SS AOI O
LEGEND
APPROXIMATE TEST PIT LOCATION
1
1
1
'i
1
11
ENGINEERED FILL
BENCH
DRAINROCK
If- 18' MIN.—�
ORIGINAL GROUND
SURFACE
111 SYNTHETIC
FILTER FABRIC
6 -INCH -DIAMETER
PERFORATED PVC PIPE
(perforations placed down)
NO SCALE
NOTES:
1. Subdrain should be excavated into competent subgrade•as evaluated by the project Geotechnical
Engineer during construction. -
2. Surfaces to receive Mter fabric should be free of loose or extraneous material and sharp objects, that
might damage the filter fabric during Installation.
3. Drainrock should consist of durable stone having 100 percent passing the 1 -inch sieve and zero
percent passing the No. 4 sieve.
4. Synthetic filter fabric should have an equivalent opening size (EOS), U.S. Standard Sieve, of
between 40 and 70, a permeability of at least 0.02 centimeters per second, a minimum flow rate of
50 gallons per minute per square foot of fabric, and a minimum punture strength of 50 pounds.
5. In general, woven fabrics are less susceptible to clogging than non -woven fabrics. Therefore, in
areas subject to sustained subsurface water flows, a woven fabric should be used. In areas of
intermittent water flows, a non -woven fabric may be used.
6. Synthetic filter fabric should be placed in accordance with manufacturer's recommendations.
7. Perforated pipe should consist of schedule 40 PVC, 6 inches in diameter, with 1/4 -inch -diameter
(maAmum) perforations, 12 to 24 inches on -center, placed down. Pipe invert should be no more
than 2 inches above trench bottom.
8. Pipe drainage should be collected in a solid conduit and directed to a storm drain, ditch, or other
suitable location for disposal.
9. Perforated pipe should be sloped a minimum of one percent (1%) to drain.
kn'KLE1 N FELDER
PROJECT NO. 234452-01
OPYrigfit Kleinfelder. tnG 1991
TYPICAL SUBDRAIN DETAIL PLATE
PROPOSED BOLDING ADDITION 3
BUTTE COUNTY JAL
OROVLLE, CALFORMA
11
. I
1
EXISTING GROUND
EXISTING GROUND SURFACE
SURFACE BEFORE
depth fF 81L ►run- width'-'(
GRADING
BENCHES
ENGINEERED FILL
FINISHED
GRADE_
i
TYPICAL SLOPE
-
i
KEYWAY
PERFORATED PIPE
SEEPAGE
(see Note 3 below)
2 it min
depth fF 81L ►run- width'-'(
DRAIN DETAIL
!.''.!
NO SCALE
•tDRAIN
TRENCH
DRAINROCK
PERFORATED PIPE
SYNTHETIC
FILTER FABRIC
Is*
min.
NOTE
1. Benches should be sloped at least two percent (20%) away from the natural slope to facilitate drainage of the
Till embankment. Benches and keyway should be excavated to competent subgrade as evaluated by the
project Geotechnical Engineer during construction.
2. Cut slopes between benches should be no steeper than 1(h):1(v) and should not exceed 3 feet in height
Slopes may be steepened if the vertical offset between adjacent benches is less than one foot.
3. If seepage is present during construction or is suspected by the project Geotechnical Engineer based on
subsurface conditions encountered subsequent to site stripping or during initial grading, subdrain(s) should be
constructed of perforated PVC pipe surrounded by drainrock, encased in a synthetic filter fabric. Specific
requirements are provided below (also see detail above).
a) Drain trench depth(s) will vary depending on subsurface conditions encountered during construction.
In general, the depth should be at least the height of the adjoining (downslope) cut; actual depth(s)
should be evaluated by the project Geotechnical Engineer during construction. '
b) Drainrock should consist of durable stone having 100 percent passing the 1 -inch sieve and zero
percent passing the No. 4 sieve.
C) Synthetic filter fabric should have an equivalent opening sae (EOS), U.S. Standard Sieve, of between
40 and 70, a permeability of at least 0.02 centimeters per second, a minimum flow rate of 50 gallons
per minute per square foot of fabric, and a minimum puncture strength of 50 pounds.
d) In general, woven fabrics are less susceptible to clogging than non -woven fabrics. Therefore, in areas
subject to sustained subsurface water flows, a woven fabric should be used. In areas subject to
intermittent flows, a non -woven fabric may be used.
e) Synthetic flier fabric should be placed in accordance with manufacturer's recommendations.
n Perforated pipe should consist of schedule 40 PVC, 4 to 6 inches in diameter, with 1/4 -inch -diameter
(maximum) perforations, 12 to 24 inches on -center, placed down. Pipe invert should be no more than 2
inches above the bottom of drain trench.
9) Pipe drainage should be directed (in a solid conduit) to a storm drain, ditch, or other suitable location
for disposal.
h) Perforated pipe should be sloped a minimum of one percent (10/6) to drain.
TYPICAL KEY & BENCH DETAL PLATE
KLEIN F E L D E R PROPOSED BULDING ADDITION
BUTTE COUNTY JAL 4
PROJECT N0. 23-4452-01 OROVLL, CALFORNIA
�IQPyrtgnt Kteinfelder, Inc. 1991
KLEINFELDER
1 '
APPENDIX A
tFIELD INVESTIGATION AND LABORATORY TESTING
FIELD INVESTIGATION
General
' The subsurface conditions at the site were explored on November 9, 1992, by excavating 5
test pits to depths ranging from 5 to 6-1/2 feet below existing grade. Test pits were
' excavated using a John Deere 510 tractor -mounted backhoe equipped with a 24 -inch -wide
bucket. The locations of test pits performed for this investigation are shown on Plate 2.
'IMPORTANT NOTE: Test pits were located in the field by visual sighting and or pacing
from existing site features. Therefore, the location of test pits shown on Plate 2 should be
considered approximate and may vary from that indicated on the plate.
' Our engineer maintained a log of the test pits, visually classified soils encountered
according to the Unified Soil Classification System (see Plate A-1), and obtained bulk
' samples of the subsurface materials. A key to the Logs of Test Pits is presented on Plate
A-2 of this appendix; Logs of Test Pits are presented on Plates A-3 through A-7.
Sampling Procedures
Soil samples were obtained by collecting representative bulk samples of each soil strata
encountered within the test excavations. Soil samples obtained from the test pits were
packaged and sealed in the field to reduce moisture loss and were returned to our
' . Sacramento laboratory for further testing.
After the test pits were completed they were backfilled with the excavated soil. Backfill
was loosely placed and not compacted to the requirements typically specified for
engineered fill. WARNING: Structures, slabs -on -grade, or pavements located over these
areas may experience excessive -settlement. Removal and compaction of test pit fill is
recommended prior to construction of improvements over these areas.
' R2189/23-4452-01 Page A-1 November 19, 1992
Copyright 1992 Meinfelder, Inc.
kn KLEINfELDER I
LABORATORY TESTING
General
Laboratory tests were performed on selected samples to aid in soil classification and to
evaluate physical properties of the soils which may affect the geotechnical aspects of
project design and construction. A description of the laboratory testing program is
presented below; a summary of all laboratory tests performed is presented on the Summary
of Laboratory Tests, Plate A-8.
Moisture Content
A moisture content test was performed to evaluate moisture -conditioning requirements
during site preparation and earthwork grading in general accordance with ASTM Test
Method D 2216. Results of this test is presented on the logs and is summarized on the
Summary of Laboratory Tests.
Sieve Analysis
Sieve analyses were performed to evaluate the gradational characteristics of the material
and to aid in soil classification. Tests were performed in general accordance with ASTM
Test Method C 136. Results of these tests are presented on the logs and are summarized
on the Summary of Laboratory Tests.
Atterberg Limits
Atterberg Limits tests were performed to aid in soil classification and to evaluate the
plasticity characteristics of the material. Additionally, test results were correlated to
published data to evaluate the shrink/swell potential of near -surface site soils. Tests were
performed in general accordance with ASTM Test Method D 4318. Results of these tests
are presented on the logs and are summarized on the Summary of Laboratory Tests.
R -Value
A resistance value (R -value) test was performed on a bulk soil sample obtained from Test
Pit TP -1 to evaluate pavement support characteristics of the near -surface site soils. Test
procedures were in general accordance with Caltrans Test Method 301. Results of this test
are presented on Plate A-9.
R2189/23-4452-01 Page A-2 November 19, 1992
Copyright 1992 Kleinfelder, Inc.
r
11
1
'
LIST OF ATTACHMENTS
The following
plates are attached and complete this appendix.
Plate A-1
Unified Soil Classification System
Plate A-2
Log Key
Plate A-3
Log of Test Pit TP -1
'
Plate A-4
Log of Test Pit TP -2
Plate A-5
Log of Test Pit TP -3
Plate A-6
Log of Test Pit TP -4
Plate A-7
Log of Test Pit TP -5
Plate A-8
Summary of Laboratory Tests
Plate A-9
Resistance Value
R2189/23=4452-01
Copyright 1992 Kleinfelder, Inc.
Page A-3
k'q KLEINFELDER
November 19, 1992
i
1
1
1
1
UNIFIED SOIL CLASSIFICATION SYSTEM
MAJOR DIVISIONS USCS TYPICAL
SYMBOL DESCRIPTIONS
SOIL CLASSIFICATION SYSTEM PLATE
k" KLEIN F E L D E R PROPOSED BUILDING ADDITION
BUTTE COUNTY JAIL A-1
PROJECT NO. 23-4452-01 OROVILLE, CALIFORNIA
:opyright Kleinfelder, Inc. 1992
GW
WELL -GRADED GRAVELS GRAVEL -SAND
CLEAN GRAVELS
f
MIXTURES WITH LITTLE OR NO FINES
WITH LITTLE OR
f
GRAVELS
NO FINES
4wG
P
POORLY GRADED GRAVELS, GRAVEL SAND
40
MIXTURES WITH LITTLE OR NO FINES
0
SILTY GRAVELS, GRAVEL -SILT -SAND
MORE THAN HALF
COARSE FRACTION
GRAVELS
GM
MIXTURES
IS LARGER THAN
WITH OVER
CLAYEY GRAVELS, GRAVEL -SAND -CLAY
COARSE
THE #4 SIEVE
12% FINES
GRAINED
�7
G C
SOILS
MIXTURES
-
�+,A,
WELL -GRADED SANDS, SAND -GRAVEL
(MORE THAN HALF
OF MATERIAL IS
CLEAN SANDS
-
`� Yr
MIXTURES WITH LITTLE OR NO FINES
LARGER THAN
-
THE #200 SIEVE)
WITH LITTLE OR
SANDS
NO FINES
c P
POORLY -GRADED SANDS, SAND -GRAVEL
J
MIXTURES WITH LITTLE OR NO FINES .
MORE THAN HALF
COARSE FRACTION
SM
SILTY SANDS, SAND GRAVEL -SILT MIXTURES
1S SMALLER THAN
SANDS WITH
THE #4 SIEVE
OVER 12% FINES
SC
CLAYEY SANDS, SAND -GRAVEL -SILT MIXTURES
INORGANIC SILTS & VERY FINE SANDS,
M L
SILTY OR CLAYEY FINE SANDS,
CLAYEY SILTS WITH SLIGHT PLASTICITY
SILTS AND CLAYS
INORGANIC CLAYS OF LOW TO MEDIUM
CL
PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS,
SILTY CLAYS, LEAN CLAYS
FINE
LIQUID LIMIT LESS THAN 50
GRAINEDORGANIC
OL
SILTS & ORGANIC SILTY CLAYS
SOILS
OF LOW PLASTICITY
(MORE THAN HALF
MH
INORGANIC SILTS, MICACEOUS OR
OF MATERIAL IS
DIATOMACEOUS FINE SAND OR SILT
SMALLER THAN
THE #200 SIEVE)
SILTS AND CLAYS
C H
INORGANIC CLAYS OF HIGH PLASTICITY,
FAT CLAYS
LIQUID LIMIT GREATER THAN 50
O H
ORGANIC CLAYS & ORGANIC SILTS
OF MEDIUM -TO -HIGH PLASTICITY
d
HIGHLY ORGANIC SOILS
3"
PT
PEAT, HUMUS, SWAMP SOILS
. i
WITH HIGH ORGANIC CONTENTS
SOIL CLASSIFICATION SYSTEM PLATE
k" KLEIN F E L D E R PROPOSED BUILDING ADDITION
BUTTE COUNTY JAIL A-1
PROJECT NO. 23-4452-01 OROVILLE, CALIFORNIA
:opyright Kleinfelder, Inc. 1992
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
LOG SYMBOLS
�1 BULK / BAG SAMPLE
r'
MODIFIED CALIFORNIA SAMPLER
(2-1/2 inch outside diameter)
CALIFORNIA SAMPLER
(3 inch outside diameter)
STANDARD PENETRATION
SPLIT SPOON SAMPLER
?i?€ (2-1/2 inch outside diameter)
SHELBY TUBE
(3 inch outside diameter)
NQ SIZE CORE BARREL
(2 inch inside,
2-1/2 inch outside diameter)
WATER LEVEL
(level after completion)
WATER LEVEL
(level where first encountered)
PERCENT FINER
-4 THAN THE NO. 4 SIEVE
(ASTM Test Method C 136)
PERCENT FINER
-200 THAN THE NO. 200 SIEVE
(ASTM Test Method C 117)
LL LIQUID LIMIT
(ASTM Test Method D 4318)
PI PLASTICITY INDEX
(ASTM Test Method D 4318)
EI EXPANSION INDEX
(UBC Standard 29-2)
COL COLLAPSE POTENTIAL
OC ORGANIC CONTENT
(ASTM Test Method D 2974)
SE SAND EQUIVALENT
(Caltrans Test Method 217)
GENERAL NOTES
1. Lines separating strata on the logs represent approximate boundaries only. Actual transitions may be
gradual.
2. No warranty is provided as to the continuity of soil conditions between individual sample locations.
3. Logs represent general soil conditions observed at the point of exploration on the date indicated.
4. In general,.Unified Soil Classification designations presented on the logs were evaluated by visual
methods only. Therefore, actual designations (based on laboratory tests) may vary.
LOG KEY PLATE
kTj K L E I N F E L D E R PROPOSED BUILDING ADDITION
BUTTE COUNTY JAIL A-2
PROJECT NO. 234452-01. OROVILLE, CALIFORNIA It
copyright Kleinfelder, Inc. 1992
Date Completed:
11/9/92
Logged By:
R. HARRIS
Total Depth:
5 feet
FIELD
LABC
r
M
~
0
Zai
M
7
L ai
r
O
\
3
a+
++
7 C
i4J
CL
a
So
i�
ma..oa
E�
1
2
3 >4.
4
5
10
Surface Conditions: Vegetation consisting of low-lying
grasses
Groundwater. No free groundwater encountered
DESCRIPTION
4 Approximate Surface Elevation (ft): 257
o
R-Value=10 Sandy SILT (ML): Red -brown, moist, mediu
See Plate A-9 dense, fine -to -coarse grained, with
fine -to -coarse gravel and trace clay
Silty CLAY (CH): Mottled fight yellow-brov
and red, moist, hard, with fine sand
brown, moist, very dense, moderately -to -
strongly cemented, fine grained
Test pit completed at a depth of approximately 5
feet below existing site grade.
Elevation Reference: Non -titled map by Barnhart
Brown and Associates, printed April 7, 1992.
LOG OF TEST PIT TP -1 PLATE
1 of. 1
K L E I N F E L D E R PROPOSED BUILDING ADDITION
BUTTE COUNTY JAILA-3
PROJECT NO. 23-452-01 OROVILLE, CALIFORNIA
)pyright Kleinfelder, Inc. 1992
Date Completed:
11/9/92
Logged By:
R. HARRIS
Total Depth:
5 feet
FIELD
LABC
Y
CL
ti
~
Z
4
r
7
L yJ
•�
ar t
CL
n.
3
No
N
m
0.
L 80
dD
EU\
::(
1
1.0
2.0
7
3
5
1 10
Surface Conditions:. Vegetation consisting of low -to -high
grasses
Groundwater. No free groundwater encountered
DESCRIPTION
Approadmate Surface Elevation (ft): 249
LL=51 Silty CLAY (CH): Mottled light yellow and red,
PI=27 moist -to -wet, stiff, weakly cemented, blocky
structure, with some fine sand
0 i10 Sandy SILT (ML): Light -brown -to -yellow-brown
with red stringers, moist, medium dense, weakly
cemented, fine -to -medium grained
grades dense, moderately cemented
grades with trace black, very dense, strongly
cemented
Test pit terminated at a depth of approximately 5
feet below existing site grade due to essential
backhoe refusal.
Elevation Reference: Non -titled map by Barnhart
Brown and Associates, printed April 7, 1992.
LOG OF TEST PIT TP- 2 PLATE
K L E I N FEL D E R PROPOSED BUILDING ADDITION 1 of 1
BUTTE COUNTY JAIL A-4
PROJECT NO. 23-4452-01 OROVILLE, CALIFORNIA
>pyright Kteinfetder, Inc. 1992
Date Completed: 11/9/92 Surface Conditions: Vegetation consisting of low-lying
grasses and sparse trees
Logged By: R. HARRIS
Groundwater. No free groundwater encountered
Total Depth: 5-1/2 feet
w
L
CLa
C!
a.
N
4
z
•
-1
(A
w
N
.-01
m
.0
8
0.
4J
a
i U
CI 3 0.
7 C
4-1 N
0 0
E U
,r
1
Y
2
5
3
L N
DESCRIPTION
Approximate Surface Elevation (ft): 244
Sandy SILT (ML): Brown, wet, loose-to-mec
dense, fine -to -coarse grained, with some
fine -to -coarse gravel
j:jj so diutdense,
grained, with
red -brown, moist, dense, weakly cemented,
fine -to -coarse grained, with silt
Test pit completed at a depth of approximately
5-1/2 feet below existing site grade.
Elevation Reference: Non -titled map by Barnhart
Brown and Associates, printed April 7, 1992.
LOG OF TEST PIT TP- 3 PLATE
k4KLEI N F E L D E R PROPOSED BUILDING ADDITION 1 of 1
BUTTE COUNTY JAIL A-5
PROJECT NO. 23-4452-01 OROVILLE, CALIFORNIA
)pyright Kteinfelder, Inc. 1992
Date Completed: 11/9/92 Surface Conditions: Vegetation consisting of low-lying
grasses and sparse trees; drainage swale
Logged By. R. HARRIS
Groundwater. No free groundwater encountered
Total Depth: 6-1/2 feet
1 1 I I I 33 I -200=5g o
5
DESCRIPTION
Approximate Surface Elevation (ft): 243
Sandy CLAY (CL): Mottled dark brown, bro;
yellow, and red; wet; very soft; fine -to -coarse
grained
uraveuy NP"Nu k3m): xea-Drown win some
yellow-brown, moist, medium -dense -to- dense,
fine -to -coarse grained, with silt
Test pit completed at a depth of approximately
6-1/2 feet below existing site grade.
Elevation Reference: Non -titled map by Barnhart
Brown and Associates, printed April 7, 1992.
10
LOG OF TEST PIT TP- 4 PLATE
K L E I N F E L D E R PROPOSED BUILDING ADDITION 1 of 1
BUTTE COUNTY JAIL A-6
PROJECT NO. 23-4452-01 OROVILLE, CALIFORNIA
copyright Ueinfelder, Inc. 1992
a
~
Z
.0
it
\
4J
4-1
7 C
a
E
0
0 41
a 41
r
C
3Cw
..C
L a
1 1 I I I 33 I -200=5g o
5
DESCRIPTION
Approximate Surface Elevation (ft): 243
Sandy CLAY (CL): Mottled dark brown, bro;
yellow, and red; wet; very soft; fine -to -coarse
grained
uraveuy NP"Nu k3m): xea-Drown win some
yellow-brown, moist, medium -dense -to- dense,
fine -to -coarse grained, with silt
Test pit completed at a depth of approximately
6-1/2 feet below existing site grade.
Elevation Reference: Non -titled map by Barnhart
Brown and Associates, printed April 7, 1992.
10
LOG OF TEST PIT TP- 4 PLATE
K L E I N F E L D E R PROPOSED BUILDING ADDITION 1 of 1
BUTTE COUNTY JAIL A-6
PROJECT NO. 23-4452-01 OROVILLE, CALIFORNIA
copyright Ueinfelder, Inc. 1992
Date Completed: ,11/9/92 Surface Conditions: Vegetation consisting of sparse
low-lying grasses
Logged By. R. HARRIS
Groundwater. No free groundwater encountered
Total Depth: 5-1/2 feet
FIELD
LABORATORY
4J
r
CL
3
Z
Aj
L47
DESCRIPTION
r
r
.11
a
. �
] C
r
0
•.q
4j
L r
a
CL
r
E
r
E
r
-4
C
r
7 C�
L ru
•a C
o o
t
4 r
Approximate Surface Elevation (ft): 240
C!
N
m
n.
0 0 Q.
E UNI
0 ►-
Gravelly SAND (SP/SM): Red -brown, moist,
dense, fine -to -coarse grained, with some silt
Test pit completed at a depth of approximately
5-1/2 feet below existing site grade.
Elevation Reference: Non -titled map by Barnhart
Brown and Associates, printed April 7, 1992.
LOG OF TEST PIT TP- 5 PLATE
k" K L E I N F E L D E R PROPOSED BUILDING ADDITION 1 of 1
BUTTE COUNTY JAIL A-7
PROJECT NO. 23-4452-01 OROVILLE, CALIFORNIA
copyright Kleinfelder, Inc. 1992
n
D
0 O
+ a"'
t �
EST PI
NO.
SAMPLE
NO.
SAMPLE
DEPTH
(ft)
DRY UNIT
WEIGHT
(pcf)
MOISTURE
CONTENT
C% dry
weight)
PARTICLE SIZE
SIEVE SIZE —Percent Passing
ATTERBERG
LIMITS
OTHER TESTS
1 .�
3/4 ��
#4
#10
#40
#200
L. L.
P. I.
TP -1
2
0-3
R -Value = 10
See Plate A-9
Z
O
1
r
m
TP -2
1
0
51
27
{!
is
+ cTP-4
J
In
m
1
}-2}
33
54.
42
18
r
v
m
Ov-vcn
0:10 m
<m09
rr-0u) n
m0m.�
nzv0
v °° _n
r c�
r
MFEO
Z G)
D D —I
00
vm
.
o�
Z. Cn
Cn
D
' SAMPLE LOCATION: Test Pit TP -1 at a depth of 0 -to -3 feet
SAMPLE DESCRIPTION: Red -brown Sandy SILT
DATE SAMPLED: November 9, 1992
' EXUDATION PRESSURE - lb/sq in
4M 7M cM
100
90
80
70
60
ui
50 3
J
Q
40
M
30
20
10
0
1.V 1•4 1.4 1.0 US z.0 2.2 2.4 2.6 2.8 3.0 3.2 3.4 3.6
COVER THICKNESS BY EXPANSION PRESSURE - ft
1
SPECIMEN
2.�
'
2.s
EXUDATION PRESSURE, Ib/sq in
2.0
240
1
I
1.8
14
W
F-
r- 1.6
'
O
J
M
61
1.4
22
H
N
11
8
} 1.2
00
MOISTURE AT TEST, %
18.2
N 1.0
21.4
W
Z
U 0.8
108.4
102.7
M
Z
F-
R VALUE AT 3001b/sq in EXUDATION PRESSURE
0.6
Q
W
R VALUE BY EXPANSION PRESSURE (TI= )
'
00.4
0.2
'
0
100
90
80
70
60
ui
50 3
J
Q
40
M
30
20
10
0
1.V 1•4 1.4 1.0 US z.0 2.2 2.4 2.6 2.8 3.0 3.2 3.4 3.6
COVER THICKNESS BY EXPANSION PRESSURE - ft
1
SPECIMEN
A
B
C
EXUDATION PRESSURE, Ib/sq in
328
240
120
EXPANSION DIAL (0.0001")
14
11
5
EXPANSION PRESSURE, ]b/sq ft
61
48
22
RESISTANCE VALUE, R
11
8
2
MOISTURE AT TEST, %
18.2
19.3
21.4
DRY DENSITY AT TEST, Ib/cu ft
108.4
102.7
102.7
R VALUE AT 3001b/sq in EXUDATION PRESSURE
10
R VALUE BY EXPANSION PRESSURE (TI= )
' RESISTANCE VALUE
K L E I N F E L D E R PROPOSED BUILDING ADDITION
'BUTTE COUNTY JAIL
PROJECT NO. 23-4452-01 OROVILLE, CALIFORNIA
Copyright Kieinfetder, Inc. 1992
PLATE
A-9
11
SECTION 02010
SUBSURFACE CONDITIONS
' PART 1 - GENERAL
' 1. DESCRIPTION
A. A geotechnical investigation report included herein, dated November
' 19, 1992 was prepared by Kleinfelder, Inc., hereinafter referred to
as the Soils Engineer.
B. The report is not a warrant of subsurface conditions but a guide.to
' the general conditions that may, in the opinion of the Soils
Engineer, reasonably be expected. The Contractor is to form his own
conclusions regarding the.nature of the soils which may be en-
countered during construction and difficulties he may encounter to
complete all work within the scope of the project.
C. The Owner assumes no responsibility in respect to the sufficiency or
' accuracy of the investigation, and there is no warranty or
guarantee, either expressed or implied, that the conditions
indicated are uniformly correct or that unforeseen conditions may
' not be uncovered.
2. ADDITIONAL INFORMATION
A. The Contractor should visit the site and acquaint himself with all
existing conditions. Prior to bidding, bidders may make their own
subsurface investigation, but any site visits or subsurface
investigations shall be performed only under time schedules and
arrangements approved in advance by the Owner.
' 02010 - 1
L
3. QUALITY ASSURANCE
'
A. The Soils Engineer may be
retained by the Owner to perform
observation and testing services of work in connection with
excavation, filling, and
grading. All grading work that does not
'
meet the Soils Engineer's
requirements must be removed and reworked
to meet the requirements.
However, the Contractor should not
'
deviate from the Contract
approval from the Owner.
Documents without specific and written
B. All import material must
be approved by the Soils Engineer prior to
being brought to the site.
The Contractor must notify the Soils
'
Engineer ten (10). working
days in advance of proposed start of
grading.
'
C. Notify the Soils Engineer
48 hours in advance of start of
operations.
1
' 02010 - 1
L
SECTION 02117
CLEARING AND GRUBBING
PART 1 - GENERAL
1. DESCRIPTION
A. Clearing of all fences, trees and miscellaneous site structures.
B. Excavation and disposal of stumps, roots, and buried debris.
C. Protection of Existing Improvements
PART 2 - MATERIALS: NOT USED
PART 3 - EXECUTION
A. Use equipment suitable for the work.
B. Grub out stumps and roots to a depth of not less than 12 inches.below
the original ground surface.
C. Dispose of cleared material off of the site. Burning of materials will
not be permitted.
02117 - 1
1
F
SECTION 02210
SITE GRADING
PART 1 - GENERAL
A. Work of this section includes furnishing all equipment, labor and
materials to grade the site to specified contours and elevations in
accordance with the recommendations in the Geotechnical Investigation
Report dated November 19, 1992, prepared by Kleinfelder, Inc.
PART 2 - MATERIALS
'
A.
EXCAVATION: All excavation.shall be unclassified, and the Contractor
shall excavate all material of whatever substance encountered to the
lines and grades shown on the plans.
'
B.
ENGINEERED FILL SOILS should be nearly -free of organic or other
deleterious debris, essentially non -plastic, and less than 3 inches in
maximum dimension. In general, well -graded mixtures of gravel, sand,
non -plastic silt, and small quantities of clay are acceptable for use as
'
engineered fill. Specific requirements for engineered fill as well as
applicable test procedures to verify material suitability, are provided
in the Geotechnical Investigation Report by Kleinfelder, Inc.
PART
3 - EXECUTION
'
A.
EXCAVATION: The Contractor shall excavate the site to the lines and
grades shown on the plans. Excavated material shall be utilized in
embankment sections, except for debris or deleterious material, which
'
shall be disposed of off the site by the Contractor.
B..
ENGINEERED FILL: Engineered Fill should be uniformly moisture -
conditioned to between 0 and 5 percent above the optimum moisture
'
content, placed in horizontal lifts less than 8 inches in loose
thickness, and compacted to at least 90 percent relative compaction.
'
Fills.exceeding 5 feet in thickness should be compacted to at least 93
percent relative compaction for their full depth. Fill placed within
nonstructural areas of the project (e.g., areas that will not support
structures, concrete slabs supported -on -grade, pavements, or other
improvements) may be compacted to a minimum relative compaction of 85
'
percent.
'
C.
FINISH GRADING: Final surfaces shall be graded to a smooth uniform
finish and shall conform to the grade, profiles and cross-sections shown
on the plans. Tops and corners of slopes shall be rounded. Finish
grades shown on the plans are to be the elevations of the finished
surfaces, and the Contractor shall make allowances for the depth of
1
special surfaces and such as aggregate base and paving.
02210 - 1
1
'
SECTION 02221
TRENCHING, BACKFILLING AND COMPACTING
PART
1 - GENERAL
'
A.
Work of this section includes furnishing all equipment, labor and
materials to complete trench excavation.and backfill for underground
utilities and appurtenances.
PART
2 - MATERIALS
'
A.
NATIVE BACKFILL shall be the material excavated from the trench. The
native material used for backfill shall be free of roots and debris,
lumps, frozen material, and rocks larger than 3 inches in greatest
'
dimension. Wherever rock is used in the trench, sufficient fine
material shall be placed with the rock to prevent any voids in the
backfill.
,.
Where used as backfill within a roadway prism, the native material shall
be selected and shall have a minimum sand equivalent of 30. A roadway
prism is that portion of a street or highway within the outside lines of
'
slopes or ditches, and includes traffic lanes, shoulders, and ditches.
B.
SELECTED NATIVE BACKFILL MATERIAL shall have a maximum size of 3/4 -inch
and a minimum sand equivalent of 30.' Native material from the trench
excavation may be used wherever available. If sufficient suitable
material is not available from adjacent excavation, selected native
material shall be hauled from approved trench areas or local borrow
areas obtained by the Contractor.
C.
IMPORTED BEDDING MATERIAL shall be sand, or crushed rock free of loam or
'
vegetable matter. It shall be reasonably well graded from coarse to
fine with maximum size of 3/4 -inch.
D.
CONCRETE for encasing pipe shall be Class C concrete in accordance with
Section 90 of the State Standard Specifications.
' PART 3 - EXECUTION
A. GENERAL: The Contractor shall excavate whatever substance encountered
' to the lines and grades shown on the Plans. All material suitable for
use as backfill shall be piled in an orderly manner.a sufficient
distance from the side of the trench to avoid overloading the trench
' wall and to prevent material from sliding into the trench. The
Contractor shall do such grading as is necessary to prevent surface
water from entering the excavation.
1
1 02221 - 1
1
Except with the specific approval of the Engineer, no more than 200 feet
of open trench shall be excavated in advance of laying the pipe. Not
more -than 50 feet of trench excavation shall remain unbackfilled at the
end of each day's work. The remainder of the trench shall be
backfilled, compacted, and opened to traffic. All operations shall be
carried out in an orderly fashion. Backfilling, compacting, and cleanup
work shall be accomplished as sections of the pipe installation are
approved and traffic through the work shall be impeded or obstructed as
little as possible.
Where it is necessary to cross fences, temporary gates, barriers, or
other satisfactory obstructions shall be installed by the Contractor as
required to keep livestock from entering or leaving the property. All
cut fences shall be restored to original condition upon completion of
backfilling of the trench.
Where it is necessary to cross irrigation or drainage ditches, the
backfill in the bottom and banks of such ditches shall be carefully
placed and compacted to avoid settlement. Shape of the banks and bottom
shall be restored and the ditches left in good condition. As shown on
the plans, rock cobbles shall be placed over the trench to prevent
erosion in drainage swales.
Where removal of grass, plants, or landscaping is required, sod shall be
carefully cut and removed, and plants shall be carefully removed. Rock,
cinder, or bark landscaping shall be carefully removed and stored for
later replacement. Sod and plants removed shall be carefully shaded and
watered until they can be replaced. Any plant or sod which does not
survive the removal and replacement shall be replaced with new plants or
sod of similar species of the largest available size.
Where removal of brush or trees is required, such removal shall be
accomplished by the Contractor without damage to adjacent property.
Where trees exist within a right-of-way adjacent to the trench, removal
of the trees shall be subject to the approval of the governing body.
Unless otherwise specifically approved by the Engineer, such removed
material shall be disposed of away from the site.
B. EXPLOSIVES: If explosives are used for excavation, the Contractor shall
obtain the necessary permits and comply with all local regulations. The
utility companies or agencies supplying sewer, water, electrical,
telephone, cable television, or gas service shall be informed if
blasting is to be done in the vicinity of their facilities. Notice
shall also be given to residents in the vicinity which may be affected
by the explosive work.
02221 - 2
1
rte r 1 e' 1 ... M .
C. WIDTH OF TRENCH: Except where otherwise specifically permitted, banks
of trenches shall be vertical, and shall be of uniform width from top to
bottom. Trenches shall be a minimum of 12 inches wider than the
external diameter of the pipe. The maximum width of the trench,
measured at the top of the pipe, shall not exceed the width allowed for
various strengths of pipe as may be specified elsewhere in the
applicable sections of these Standard Specifications.
If no maximum width .is elsewhere specified, the width measured at the
top of the pipe shall not exceed the external diameter of the pipe,
exclusive of bells and collars, plus 24 inches.
D. STRIPPING OF TOPSOIL: Where the trench crosses cultivated, residential,
or meadow land not in a roadway, the top 12 inches of soil shall be
stripped and stockpiled separately from the balance of the excavated
material so that later it may be placed in the top of the trench
backfill.
E. BRACING OF TRENCHES: Where required to prevent caving of the trench,
the Contractor shall furnish and install bracing and sheeting as
necessary to protect the excavation and to meet safety regulations. If
required by the Engineer, the Contractor shall install sheeting and
bracing as required to permit the Engineer safe access to the trench for
' inspection of the work. However, this requirement does not relieve the
Contractor of the responsibility for maintaining the trench to meet
safety regulations.
F. DEPTH OF TRENCH: The bottom of the trench shall be carried to the lines
and grades shown on the Plans with proper allowance for the thickness of
the pipe and for the type of bedding specified. Any part of the trench
' excavated below the proper grade shall be corrected with approved
bedding material compacted to 95 percent relative density, at the
Contractor's expense.
1
1
G. APPURTENANCES: Excavations for manholes, valve vaults and other similar
structures shall be large enough to provide proper working room. Any
over -depth in excavation shall be corrected with concrete or other
approved material. Excavations for thrust blocks for pressure pipelines
hall be of the minimum size shown on the Plans, and shall be carried
into firm undisturbed material for such distance as required to develop
full bearing for the thrust block against the trench wall.
H. REMOVAL OF WATER: The Contractor shall remove and dispose of all water
entering the excavation Disposal of water shall be done in a manner to
prevent damage or nuisance to adjacent properties. Sufficient pumping
equipment.shall be provided to maintain the trench in a dry condition
during the bedding and initial backfilling of the pipe..
02221 - 3
I. IMPORTED BEDDING: Where the soil encountered in the bottom of the
trench is unstable and unsuitable as a base for the pipe, such soil
shall be removed to the depth specified by the Engineer. Imported
bedding material shall then be installed in a layer the full width of
the trench and of proper thickness to form the bed for the pipe. After
the imported bedding has been placed and spread, it shall be compacted
to proper grade to not less than 90 percent relative density.
J. CONCRETE ENCASEMENT: Shall be installed at the locations and in the
manner shown on the Plans. The pipe shall be temporarily supported on
masonry blocks. Supports shall be set accurately to grade with a
minimum of two supports per joint of pipe. After the pipe has been laid
and approved for covering, the pipe shall be bedded and encased in
concrete as detailed on the Plans. Great care shall be taken not to
float or shift the pipe during the concreting operation.
K. GENERAL: No backfilling shall be done until the installation to be
covered has been inspected and approved for covering. Backfilling shall
be carried out in an orderly fashion and, in general, shall be done as
soon as approval has been given to cover the pipe. Compaction of the
backfill shall proceed simultaneously with backfilling operations.
All excess backfill material.shall be removed from within the right-of-
way and disposed of by the Contractor. The location of the disposal
site shall be the responsibility of the Contractor and shall be subject
to the approval of the Engineer. Removal of excess material shall be
done immediately following backfilling.
Where trenches cross county roads, backfilling shall be completed
immediately following excavation. No trenches across roads shall remain
open overnight. All crossings shall be backfilled, compacted, and open
to traffic at the end of each day's work. Major road crossings shall be
excavated and backfilled in half widths of the travelled way so that at
least one-half of the roadway is open to controlled traffic at all times
during the work.
L. BEDDING AND COVERING PIPE: The bed for the pipe shall be final -graded
by hand to the line and grade to which the pipe is to be laid, making
proper allowance for the thickness of the pipe. The bed shall be hand -
raked ahead of the pipe laying operation to remove any stones or lumps
which will interfere with smooth and proper bedding.
Bell holes shall be hand -dug at the location of the joints and shall be
of sufficient size to allow proper making of the joint and to prevent
the collar or bell of the pipe from bearing on the bottom of the trench.
After the pipe has been laid and approved for covering, imported bedding
material shall be placed evenly on both sides of the pipe the full width
of the trench. This material shall be placed by hand in 6 -inch layers
and each layer shall be compacted to 90 percent relative density by use
of approved tampers. Regardless of the size of the pipe being
installed, at least 6 inches of imported bedding material shall be
placed over pressure pipelines and 12 inches of imported bedding
material shall be placed over gravity pipelines.
02221 - 4
1
1
'
Particular care shall be taken to attain the required compaction in the
material supporting the underside of the pipe. Compaction of bedding
material around the pipe and up to the top of the required imported
bedding material by jetting or ponding shall not be permitted.
M. BACKFILL NOT WITHIN TRAVELLED WAYS: Where the trench is not within a
travelled way or public road right-of-way, native backfill shall be
'
placed in accordance with requirements provided in Section 02210 for
ENGINEERED FILL. Where the trench is in landscaping, cultivated areas,
or meadow land, the topsoil shall be replaced and the trench finished
'
uniformly with the surrounding ground. Elsewhere, the trench shall be
finished by mounding the excess material over the trench within the
'
limits indicated on the Plans without obstructing existing drainage.
Upon completion of the backfilling, the work area shall be smoothed and
'
restored similar to adjacent, undisturbed land, and excess material
shall be removed from the work site.
N. BACKFILL WITHIN TRAVELLED WAYS, ROADS, AND COUNTY ROADS: In public
roads, backfill and compaction shall be done in accordance with the
terms of the excavation permit. The following requirements are minimums
and do not relieve the Contractor of the responsibility of complying
with any more stringent requirements of the permit.
1 02221 - 5
The trench shall be backfilled in accordance with requirements provided
in Section 02210 for ENGINEERED FILL.
Prior to commencing backfilling operations, the Contractor shall notify
the Engineer of the method of compaction which he intends to use.
No method will be approved until the Contractor has demonstrated, under
actual field conditions, that such method will produce the degree of
compaction required. Where jetting is permitted, the top layer of
backfill material shall be mechanically tamped.
The trench backfill shall be compacted to a relative compaction of not
less than 90 percent. The upper 12 inches of the trench backfill (not
including the road base) shall be compacted to 95 percent relative
'
compaction.
Immediately after backfilling, any excess material shall be removed and
'
disposed of in an approved disposal area.
0. COMPACTION TESTING: Where a degree of relative compaction is specified,
compaction tests will be made in accordance with the Standard ASTM
01557. All densities shall be expressed as a relative compaction in
terms of the maximum obtained in the laboratory by the foregoing
standard procedure. Field density tests shall be performed in
accordance with ASTM D2922, Method B, using nuclear methods, or D1556,
using the sand cone.
P. CLEAN-UP: The Contractor shall clean up and dispose of'all trash,
debris, and excess material, and shall remove his equipment from the
'
site of the work as completed.
1 02221 - 5
' SECTION 02232
ROADWAY BASE
PART 1 - GENERAL
A. Work of this section includes furnishing all equipment, labor and
materials to place aggregate base under driveways and parking areas as
shown on the drawings.
' PART 2 - MATERIALS
A. Aggregate Base shall be Class 2 in accordance with Section 26 of the
Caltrans Standard Specifications. The thickness shall be as dimensioned
on the Drawings, and shall conform to the grading specifications as set
forth in the Caltrans Standard Specifications. The maximum size of
aggregate shall be three quarter (3/4) inch.
PART 3 - EXECUTION
A. Aggregate Base, Class 2, shall be installed as provided in Section 26 of
the Caltrans Standard Specifications. The relative compaction of each
layer of compacted base material shall not be less than 95%.
B. The finish grade of the aggregate base shall be within 1/4 inch (0.02
foot) of the grades shown on the Drawings within any 10 -foot radius. .
' C. Aggregate base placement shall be approved by the owner before surfacing
materials are placed.
02232 - 1
SECTION 02280
WEED AND TERMITE CONTROL
PART 1 - GENERAL
1.01 RELATED DOCUMENTS:
A. Drawinas and General Provisions of Contract and Supplementary
Conditions and other Division 1 Specification Sections, apply to this
section.
1.02 SUMMARY:
A. Provide weed control treatment for all soil at areas of concrete and
asphalt -concrete paving, and termite control treatment at areas of
new building construction and five feet beyond building perimeter.
B. Weed control and termite control treatments to be executed by a
certified applicator for minimum of five year treatment in accordance
with all local and state codes and environmental regulations.
1.03 SUBMITTALS:
A. In accordance with Division 1, provide data to show compliance with
above requirements.
WEED AND TERMITE CONTROL x.2280 -i
'
SECTION 02513
'
ASPHALTIC CONCRETE PAVING
PART
1 - GENERAL
A.
Work of this section includes furnishing all equipment, labor and
materials to place new paving, replacement of existing paving and repair
of paving.
PART
2 - MATERIALS
A.
ASPHALTIC EMULSION PAINT BINDER shall be asphalt emulsion conforming to
the requirements of Section 94 of the Caltrans Standard Specifications.
'
B..
ASPHALT CONCRETE shall be Type B, conforming to the requirements of
Section 39 of the Caltrans Standard Specifications. Asphalt shall be
Viscosity Grade AR -4000 paving asphalt, conforming to Section 92 of the
'
Standard Specifications.
C.
AGGREGATE for the asphalt concrete finish course shall conform to the
requirements of Section 39-2.02 of the Caltrans Standard Specifications
'
for 1/2 -inch maximum, medium grading.
PART 3 - EXECUTION
A. Paint binder shall be applied to the existing pavement at a rate of 0.05
' to 0.10 gallons per square yard and shall be applied in accordance with
the requirements of Section 39-4.02 of the Caltrans Standard
Specifications.
B. Asphalt Concrete shall be spread and compacted in layers as per the
requirements of Section 39-6.01 of the Caltrans Standard Specifications
and shall be spread with a self-propelled paver conforming to the
' requirements of Section 39-5.01 of the Caltrans Standard Specifications.
Spreading and compaction operations shall conform to the requirements of
Section 39-5 and 39-6 of the Caltrans Standard Specifications.
' C. Finish asphalt surfacing shall be thoroughly compacted and free draining
and shall be free of ruts, humps, depressions or other irregularities.
The Contractor shall test for any irregularities by applying water to
' the finished asphalt surface if so requested by the Owner.
t
02513 - 1
l I
SECTION 02721
STORM SEWERAGE SYSTEMS
PART 1 - GENERAL
1. Scope:
a. Includes but not limited to -
1) Furnish and install storm sewerage system complete as shown
on the Drawings.
PART 2 - MATERIALS
A. REINFORCED CONCRETE STORM DRAIN PIPE shall be bell and spigot rubber
gasket joint pipe conforming to ASTM C76, with joints conforming to ASTM
C443. Pipe shall be designed for the trench depth and width where
installed, but no less than Class III as specified in ASTM C76.
B. ASBESTOS -CEMENT STORM DRAIN shall have rubber gasket joints with
asbestos -cement collars. Pipe shall be in accordance with ASTM C663,
Type II, or STM C428, Type II. Joints shall be in accordance with ASTM
D1869. Fittings and plugs shall be of the same material as the pipe.
Pipe shall be designed for the trench depth and width where installed,
but no less than Class III. -
C. CORRUGATED POLYETHYLENE TUBING AND F.ITTINGS shall conform to ASTM
F 405-89 and ASTM F 667-85. All tubing shall be non -perforated.
D. FITTINGS AND ACCESSORIES shall be as manufactured and furnished by the
pipe supplier, or approved equal, and have bell and/or spigot
configurations compatible with that of the pipe.
E. CAST -IN-PLACE CONCRETE: All materials used in cast -in-place concrete
shall be Class A concrete in accordance with Section 90 of the State
Standard Specification.
F. ON-SITE CATCH BASINS shall be Cook Concrete Products 18x18 precast catch
basins with cast iron frame and grate rated for H-20 traffic loads.
G. MORTAR shall be proportioned with one part portland cement to two parts
clean, well -graded sand which will,pass a 1/8 -inch screen. Admixtures
may be used not exceeding the following percentages of weight of cement:
Hydrated lime, 10 percent; diatomaceous earth or other inert materials,
' 5 percent. Consistency of mortar shall be such that it will readily
adhere to the surfaces. Mortar mixed for longer than 30 minutes shall.
not be used.
u
02721 - 1
PART 3 - EXECUTION
A. PREPARATION OF THE TRENCH: The trench shall be prepared to receive the
pipe as specified in Section 02 221 of these specifications entitled,
Trenching, Backfilling, and Compaction. The excavation and preparation
of the trench shall be completed a sufficient distance in advance of the
pipe laying to prevent dislodged material from entering the pipe.
B. INSTALLATION OF THE PIPE: Before lowering into the trench, the pipe
shall be inspected for defects, and all cracked or broken pipe shall be
discarded. The ends and interior of the pipe shall be clean. Belled
ends shall be laid upgrade. Handling of the pipe shall be accomplished
in a manner that will not damage the pipe.
At manholes, pipe shall be installed so that there is a joint not more
than 2 feet from the manhole wall.
After lowering the pipe into the trench, the bell or coupling end and
spigot shall be cleaned of any foreign matter and a suitable lubricant
applied to the joint. The joint shall be made in the manner recommended
by the manufacturer. Care shall be taken not to buckle or disturb
previously laid pipe.
Each joint shall be inspected to insure that it is properly made before
backfilling. Care shall be taken to prevent any dirt or foreign matter
from entering the open end of the pipe. Where it is necessary to cut
pipe, such cuts shall be neatly made. The laid pipe shall be true to
line and grade and, when complete, the storm drain shall have a smooth
and uniform invert. Connections to pipe stubs of a different pipe
material shall be made with a suitable connector. Connectors must be
approved by the Architect prior to installation.
C. BACKFILLING THE TRENCH: After the laid pipe has been inspected and
approved by the Architect, the trench shall be backfilled as required
under Section 02221 of these specifications entitled Trenching,
Backfilling, and Compaction.
D. CAST -IN-PLACE CONCRETE: Concrete work shall conform to Section 90 of
the State Standard Specifications. Drop inlets shall be constructed
only when the temperature is above 35 degrees Fahrenheit. All work
shall be protected against freezing. Water shall be removed from the
excavation and the excavation maintained "dry" during construction of
the drop inlet and during the time required for the concrete or mortar
to develop sufficient strength to resist rupture by groundwater .
pressure. All pipes connected to drop inlets shall have a joint within
2 feet of the inlet wall.
E. DROP INLETS: The subgrade for the drop inlet base shall be carefully
prepared to provide a firm support for the drop inlet, and prevent
future settlement of the drop inlet.
02721 - 2
1
02721 - 3
Drop inlet inverts shall be.formed either by -laying pipe through and
cutting out the top portion before completion of the base of the drop
'
inlet, or by forming.a "U" shaped channel in the concrete base slab.
Cut edges of pipe laid through the drop inlet shall be fully covered by
concrete when the drop i.nlet invert is -complete. The finished invert
shall be smooth and true to grade. No mortar or broken pieces of pipe
'
shall be allowed to enter the storm drain pipe.
After completion of the drop inlet,. all plugs shall be completely
removed from the storm drain pipe and all loose material shall be
removed from the drop inlet.
F. PIPE STUBS for future connections shall be not more than 3 feet long and
shall be.plugged with standard gasketed plugs.
1
02721 - 3
ISECTION 02722
' SANITARY SEWERAGE SYSTEMS
PART 1 - GENERAL
A. Work of this section includes furnishing all equipment, labor and
materials to install the sanitary sewerage system complete as shown on
the drawings. Begin sewer pipe 5 feet from building foundation and
' connect to the existing sewerage system as shown on the drawings.
PART 2 - MATERIALS
A.
POLYVINYL CHLORIDE (PVC) SEWER PIPE shall be integral bell and spigot
pipe conforming to ASTM Specification D3033 or D3034, with a maximum
dimensional ration (DR) of 35. Provision must be made for contraction
and expansion at each joint with a rubber ring gasket conforming to ASTM
F477 and/or ASTM D3212.
Minimum "pipe stiffness" at 5% deflection shall be 46 psi.for all sizes
when tested in accordance with ASTM Test Method D2412.
Maximum pipe deflection shall not exceed 5% of the nominal
manufacturer's average inside pipe diameter, and shall be determined as
'
specified in the paragraph of this specification entitled, "PIPE
DEFLECTION TESTING".
B.
FITTINGS AND ACCESSORIES shall be as manufactured and furnished by the
pipe supplier, or approved equal, and have bell and/or spigot
configurations compatible with that of the pipe.
'
C.
CAST -IN-PLACE CONCRETE: All materials used in cast -in-place concrete
shall be class B concrete in accordance with the applicable portions of
Sections 51 and 90 of the State Standard Specifications.
D.
PRECAST CONCRETE MANHOLE SECTIONS: All precast sections, including
riser sections, cones, grade rings, and flat slab tops, shall conform to
ASTM C478, and the dimensions as shown on Butte County Department of
Public Works Standard S-19 and S-25. Grade rings shall be a standard
product, manufactured particularly for use in manhole construction,
sized to fit the cones on which they are to be placed, and the wall
'
thickness shall not be less than that of the cones. Grade rings shall
be not less than 2 inches, nor more than 6 inches high. All precast
components shall have tongue and groove ends.
E.
MANHOLE FRAMES AND COVERS: Principal dimensions shall be as shown on
Butte County Department of Public Works Standard S-24. Iron castings
shall conform to ASTM A48, Class 30. Castings shall be of consistently
high quality, and shall be free of material and manufacturing defects.
Covers shall have at least one blind pick hole or recessed lifting lug.
Horizontal bearing surfaces shall be machined to smooth, plane surfaces
providing for full contact between the frame and cover.
02772 - 1
F. FLUSH -HOLE FRAME AND COVER: Frame and covers shall be cast iron,
conforming to ASTM A48, Class 30. The frame and cover shall be as shown
-on Butte County Department of Public Works Standard S-23.
G. JOINT SEALING COMPOUND COMPONENTS shall be RAM-NEK primer and joint
sealing compound, KENT -SEAL primer and joint sealant, or approved equal.
H. MANHOLE WATER STOPS shall be installed on PVC sewer pipe with stainless
steel bands to make a watertight seal between the pipe wall and the
concrete manhole base.
I. PIPE, BENDS AND FITTINGS used in flush -holes and drop manhole
construction as well as manhole stubs shall conform to the applicable
sections of these Standard Specifications for sewer pipe.
J. MORTAR shall be proportioned with one part portland cement to two parts
clean, well -graded sand which will pass a 1/8 -inch screen. Admixtures
may be used not exceeding the following percentages of weight of cement:
Hydrated lime, 10 percent; diatomaceous earth or other inert materials,
5 percent. Consistency of mortar shall be such that it will readily
adhere to the surfaces. Mortar mixed for longer than 30 minutes shall
not be used.
PART 3 - EXECUTION
A. PREPARATION OF THE TRENCH: The trench shall be prepared to receive the
pipe as specified in the section of these specifications entitled,
"TRENCH, EXCAVATION AND BACKFILL". The excavation and preparation of
the trench shall be completed a sufficient distance in advance of the
pipe laying to prevent dislodged material from entering the pipe.
B. INSTALLATION OF THE PIPE: Before lowering into the trench, the pipe
shall be inspected for defects, and all cracked or broken pipe shall be
discarded. The ends and interior of the pipe shall be clean. Belled
ends shall be laid upgrade. Handling of the pipe shall be accomplished
in a manner that will.not damage the pipe.
At manholes, pipe shall be installed so that there is a joint not more
than 2 feet from the manhole wall.
After lowering the pipe into the trench, the bell or coupling end and
spigot shall be cleaned of any foreign matter and a suitable lubricant
applied to the joint. The joint shall be made in the manner recommended
by the manufacturer. Care shall be taken not to buckle or disturb
previously laid pipe.
Each joint shall be inspected to insure that it is properly made before
backfilling. Care shall be taken to prevent any dirt or foreign matter
from entering the open end of the pipe. Where it is necessary to cut
pipe, such cuts shall be neatly made. The laid pipe shall be true to
line and grade and, when complete, the sewer shall have a smooth and
uniform invert.
02772 - 2
Connections to pipe stubs of a different pipe material shall be made
with a suitable connector. Connectors must be approved by the Architect
prior to installation.
C. CAST -IN-PLACE CONCRETE: Concrete work shall conform to the Standard
Details and. the applicable portions of Sections 51 and 90 of the State
' Standard Specifications.
A groove shaped to match the tongue of the first precast concrete riser
section of the manhole shall be formed in the base slab. A circular
metal form suited to the particular precast manhole manufacturer's joint
' shall be used to form the groove.
Except as specified herein, all precast manhole sections shall be set in
joint sealing compound. Joint sealing compound components shall be
applied in the field. One brush coat of primer shall be applied to the
tongue and groove surfaces to be sealed, then the preformed strip of
sealing compound shall be pressed firmly to the dry, clean, primed joint
surface (groove portion). Precast sections shall be set evenly in a
full bed of sealing compound. After the precast sections have been
placed, the interior joint surface shall be trimmed smooth with a trowel
or sharp tool to remove any access joint compound projecting into the
' manhole Grade rings may be set with mortar if necessary for adjustment
of the final cover elevation. Mortar joints shall not be more than 3/4 -
inch thick. Excess mortar shall be trimmed flush. The outside of each
mortar joint shall be sealed with an approved bituminous sealing
compound.
02772 - 3
D. GENERAL MANHOLE CONSTRUCTION: Manholes shall be constructed only when
the temperature is above 32 degrees Fahrenheit. All work shall be
'
protected against freezing. Water shall be removed from the excavation
and the excavation maintained "dry" during construction of the manhole
and during the time required for the concrete or mortar to develop
'
sufficient strength to resist rupture by groundwater pressure. All
pipes connected to manholes shall. have a joint within 2.feet of the
manhole wall.
The subgrade for the manhole base shall be carefully prepared to provide
a firm support for the manhole, and 'prevent future settlement of the
manhole. Particular care shall be taken with deep manholes and manholes
located in wet locations.
Manhole inverts shall be formed as shown on the Standard Details, either
by laying pipe through and cutting out the top portion before completion
'
of the base of the manhole, or by forming a "U" shaped channel in the
concrete base slab. Cut edges of pipe laid through the manhole shall be
fully covered by concrete when the manhole invert is complete. The
'
finished invert shall be smooth and true to grade. No mortar or broken
pieces of pipe shall be allowed to enter the sewer pipe.
A groove shaped to match the tongue of the first precast concrete riser
section of the manhole shall be formed in the base slab. A circular
metal form suited to the particular precast manhole manufacturer's joint
' shall be used to form the groove.
Except as specified herein, all precast manhole sections shall be set in
joint sealing compound. Joint sealing compound components shall be
applied in the field. One brush coat of primer shall be applied to the
tongue and groove surfaces to be sealed, then the preformed strip of
sealing compound shall be pressed firmly to the dry, clean, primed joint
surface (groove portion). Precast sections shall be set evenly in a
full bed of sealing compound. After the precast sections have been
placed, the interior joint surface shall be trimmed smooth with a trowel
or sharp tool to remove any access joint compound projecting into the
' manhole Grade rings may be set with mortar if necessary for adjustment
of the final cover elevation. Mortar joints shall not be more than 3/4 -
inch thick. Excess mortar shall be trimmed flush. The outside of each
mortar joint shall be sealed with an approved bituminous sealing
compound.
02772 - 3
E. INSTALLATION OF FRAMES AND COVERS NOT IN ROADWAYS: Frames and covers
shall be joined to the top of the manhole or structure so that the
cover, when placed, will be at the proper elevation and so that no
ground or surface water may enter the manhole or structure. The finish
grade at the tops of manholes will be established after the excavation
has been backfilled and compacted to true subgrade.
F. INSTALLATION OF FRAMES AND COVERS IN ROADWAYS: Roadways are defined as .
the paved part of all roads, driveways, and parking areas, public or
private, and in addition, the unpaved shoulders of public roads.
Concrete collars shall be installed around frames of manholes in
roadways. Installation shall be as shown on the Standard Details.
Portland. cement concrete shall be primed with an asphalt emulsion before
it is overlaid with asphalt concrete.
After completion of the manhole, all plugs shall be completely removed
from the sewers and all loose material shall be removed from the
manhole.
G. PIPE STUBS for future connections shall not be more than 2 feet long and
shall be plugged with standard gasketed plugs.
H. DROP CONSTRUCTION AT MANHOLES shall be as shown on Butte County
Department of Public Works Standard S-20. Particular care shall be
taken to support the entering pipe on well -compacted material.
I. FLUSH -HOLES shall be constructed as shown on Butte County Department of
Public Works Standard S-22. The frame shall be joined to the riser pipe
so that groundwater will be prevented from entering the sewer.
J. BACKFILLING THE TRENCH: After the laid pipe has been inspected ad
approved by the Architect, the trench shall be backfilled as required
under the section of these specifications entitled "TRENCH EXCAVATION
AND BACKFILL".
K. CLEANING SEWERS: The pipe shall be cleaned in the following manner:
The Contractor shall furnish an inflatable rubber ball of a size that
will inflate to fit snugly into the pipe. The ball may, at the option
of the Contractor, be used without a tag line; or a rope or cord may be
fastened to the ball to enable the contractor to know and control its
position at all times. The ball shall be placed in the last cleanout or
manhole on the pipe to be cleaned, and water shall be introduced behind
it. The ball shall pass through the pipe with only the force of the
water impelling it. All debris flushed out ahead of the ball shall be
removed at the first manhole where its presence is noted. In the event
cemented or wedged debris, or a damaged pipe shall stop the ball, the
Contractor shall remove the obstruction.
02772 - 4
L. WATERTIGHTNESS TEST:
a. GENERAL: Tests for watertightness shall be made by the Contractor
in the presence of the Owner. The Contractor shall furnish all
labor, tools, materials, and equipment required to make•the tests.
No testing for final acceptance of pipe will be done until the
trench has been fully backfilled and acceptably compacted to
finish grade, or if the sewer is under pavement, to the pavement
subgrade.
All sections of pipe shall be tested, and tests shall be made from
manhole to manhole. The sewer shall be complete with trenches
backfilled prior to testing.
Where leakage is in excess of the specified rate, the sewer shall
immediately be uncovered and the amount of leakage reduced by the
Contractor to a quantity within the specified rate before the
sewer is accepted. In addition, -the Contractor shall repair all
visible leaks.
The Owner will determine whether the test is to be by exfiltration
or by infiltration. In most instances an exfiltration test will
be required. Exfiltration tests shall be made with air except
where the use of water is approved by the Owner.
b. EXFILTRATION AIR TEST: Air Testing shall be done immediately
following the cleaning of the pipe. Air shall be slowly supplied
to the plugged pipe installation until the internal air pressure
reaches 4.0 psi greater than the average back pressure of any
groundwater that may submerge to the pipe. At least 2 minutes
shall be allowed for temperature stabilization.
The rate of air loss shall then be determined by measuring the
time interval required for the internal pressure to decease from
3.0 to 2.5 psi greater than the average back pressure of any
groundwater that may submerge the pipe.
The pipeline shall be considered acceptable when tested at an
average pressure of 2.75 psi greater than the average back
pressure of any groundwater that may submerge the pipe, if the
section under•te$t does not lose air at a rate greater than 0.0010
cubic feet per minute per square foot of internal pipe surface.
Test time in seconds = 42.5 times the internal diameter of the
pipe in inches.
C. EXFILTRATION TEST WITH WATER: Water testing shall be done by
filling the upper manhole with water to a depth of at least 3 feet
over the top of the pipe or groundwater level, whichever is
higher, with the end plugged at the lower manhole. The rate of
leakage shall be determined by measuring the amount of water
required to maintain the water level in the upper manhole. The
test shall be maintained for a period of at least 2 hours. The
Owner may, at his discretion, require a longer test period.
Leakage shall not be in excess of the rate of 20 gallons per inch
of pipe diameter per 1,000 feet of pipe per day.
02772 - 5
1
d. INFILTRATION TEST: In the event, that sufficient groundwater is
present, an infiltration test maybe made. In this case, the pipe '
shall be tested for watertightness by installing plugs at the
upper end of the pipe at the lower end on the exit side of a
manhole. The rate of leakage will be determined by periodically ,
removing and measuring the water accumulated at the lower manhole.
Leakage shall not be in excess of the rate specified for water
testing by exfiltration.
M. PIPE DEFLECTION TESTING: If flexible pipe material is used, the pipe ,
installation shall be tested for excessive deflection after all backfill
and resurfacing materials have been placed and the line has been
cleaned. '
A mandrel having an outside diameter of 95% of the average manufactured
internal diameter shall be pulled through the pipeline. If the mandrel '
does not pass freely through the pipe, the pipe shall be re -excavated,
bedded and backfilled to adequately support the pipe and reduce the pipe
deflections to 5% or less. The pipeline shall then be retested for both '
deflection and watertightness.
Should tests performed by the Owner within one year of the original
testing.and acceptance, show deflection in excess of 7.5%, of the pipe
diameter, the Contractor shall re -excavate, bed and backfill the pipe to
provide adequate support and reduce the deflection to 5% or less. The
pipeline shall be retested for deflections. The Contractor shall ,
reimburse the Owners cost of testing for all lines which require repair.
11
1
02772 - 6
E Ti T
]l. :U 'J VC:7JlJ
CHAIN LINK FENCING AND GATES
PART i - GENERAL
1.oi RELATED DOCUMENTS:
A. Drawings and General Provisions of Contract and Supplementary
Conditions and other Division 1 Specification Sections, apply to this
section.
1.o2 SUMMARY:
A. Chain lino: fencing and gates as shown on Drawinas,
B. Miscellaneous chain link: closures as shown on Drawings.
1.03 r3 SUBMITTALS:
A. Refer to Division 1 for submitting the following:
1. Product data.
2. Shoo Drawings.
3. Manufacturer's certification.
1.U4 QUALITY ASSURANCE:
A. Manufacturer of chain link fence materials shall be a member of the
Chain Link: Fence Manufacturer='s Institute.
B. Chain link fence materials shall be produced in accord with Standard
Specifications published by the Chain Link Fence Manufacturer's
Institute and so certified in writing by the manufacturer.
1.05 MATERIALS:
A. Size of framing members to be minimum as shown on Drawings and as
required by above referenced standard specifications.
B. All framing members to be hot -dip zinc coating galvanized. 2" x-9
ga. fabric to be zinc -coated steel chain link-. fence fabric.- 3/8" 11
ga. fabric to be steel with aluminum coating. All in accordance with
above'referenced standard specifications.
CHAIN LINK FENCING AND GATES 02830-1
C. 24" diameter slncle coil concealing barbed tape to be eauai to All:_ed
Silent Swordsman (no tknown eoual) with standard cialvaniZed steel c'�i'e
wire. Maximum coil loop spacing to be 12" for 15'-U" deployment of.
each roll.
D. Accessory items, hardware. etc., to be of suitable size and
construction for proper installation of fencing and working of gates,
all members to be galvanized.
E. Concrete: Provide concrete consisting of portland cement complying
with ASTM C -15e;, aggregates complying with ASTM C-33, and clean
water. Mix materials to obtain concrete with a minimum 28 -day
compressive strength of 2000 psi, using. at least 3 sacks of cement
per cubic yard, 1" maximum size aggregate, maximum 3" slump.
1.o6 INSTALLATION:
A. Installation of work: to be in accordance with above referenced
standard specifications and to suit conditions at the project for
secure, tamper-resistant assembly.
CHAIN LINE': PENC I NG AND GATES o2830-2