HomeMy WebLinkAbout009-340-127I K AP 22-24-127
', F ROY CHRISTIANSON
n/s of Justeson Ave., 400' W. of
Kofford, Gridley10
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ermit##'3723-74B;PE,M'- '^ii' ---
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PERMIT PERMIT NO. PLAN NO. IS detachedREMARKS
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PERMIT DESIGNATION: B—BUILDING '
DEPARTMENT OF P—PLUMBING
BUILDING AND SAFETY T—TRAILER
E—ELECTRICAL U—USE PERMIT
TV — RADIO -TV ANTENNA V — VARIANCE
S/V!—SIDEWALK NOTICE S — SIGN PERMIT
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HM— HOUSE MOVING
EP—ENCROACHMENT
D — DEMOLITION 600.vl
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BUTTE COUNTY
DEPARTMENT OF DEVELOPMENT SERVICES
BUILDING PERMIT
24 HOUR INSPECTION #:(530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) -
OFFICE #:(530) 538-7541 FAX#: (530) 538-2140 e
WEBSITE: www.buttecounty.net\dds _
PROJECT INFORMATION
Site Address: 680 JUSTESON RD
Owner:
Permit No: B08-0734 r
APN: 022-240-127
BLACK, ROBERT E & DENISE lb
Issued Date: 05/07/2008 By TMP
Permit type: MISCELLANEOUS
680 JUSTESON RD
Subtype: Private Garage/Shop
GRIDLEY, CA 95948
Expiration Date: 05/07/2009
Description: GARAGE (24 X 40)
(530) 846-8856
Occupancy: Zoning: A5
Contractor
Applicant:
Square Footage:
DWIGHT DEATON
DWIGHT DEATON
Building Garage Remdl/Addn
580 FAIRVIEW DR
580 FAIRVIEW DR
960
GRIDLEY, CA 95948
GRIDLEY, CA 95948
Other Porch/Patio Total
(530) 846-2555
(530) 846-2555
960
FEE INFORMATION
DBEH Building Review Fee $78.90
DBF Garage -Wood Frame Plan Che $241.16
DBMSC Garage/Shop/Strge Wood F $361.74
DBSMIP Residential $2.30
Total Charged: $684.10 Fees Paid: $684.10
Balance Due: $0.00 Receipt No: B7248
LICENSED CONTRACTOR'S DECLARATION
, OWNER / BUILDER DECLARATION
Contractor (Name) State Contractors License No. / Class / Expires
I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am exempt from the Contractor's License
DWIGHT DEATON 510528 / B / 07/31/2009
Law for the following reason (Sec. 7031.5), Business and Professions Code: Any city or county that
requires a permit to construct, alter, improve, demolish, or repair any structure prior to its issuance,
also requires the applicant for such permit to file a signed statement that he or she is licensed
I HEREBY AF RM UNDER PENALTY OF PERJURY that I am licensed under provisions of Chapter 9
(comm mg wi Section 7000) of ' 'sion 3 of the Business and Professions Code, and my license
pursuant to the provisions of the Contractor's License Law [Chapter 9 (commencing with Section 7000)
is in II force d effect.
of Division 3 of the Business and Professions Code] or that he or she is exempt therefrom and the
basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects
05/07/2008
the applicant to a civil penalty of not more than five hundred dollars [$500];
Please check one of the following:
Co to ign re Date
❑ I, AS OWNER OF THE PROPERTY, OR MY EMPLOYEES WITH WAGES AS THEIR SOLE
COMPENSATION, WILL DO THE WORK, AND THE STRUCTURE IS NOT INTENDED OR
OFFERED FOR SALE (Sec. 7044, Business and Professions Code: The Contractor's License
Law does not apply to an owner of the property, who builds or improves thereon, and who does
WORKERS' COMPENSATION DECLARATION
rl
ER BY AFFIRM UNDER PENALTY OF PERJURY one of the following declarations:
the work himself or herself or through his or her own employees, provided that such improvements
❑I HAVE AND WILL MAINTAIN A CERTIFICATE OF CONSENT TO SELF -INSURE FOR
are not intended or offered for sale. If, however, the building or improvement is sold within one
WORKERS' COMPENSATION, as provided for by Section 3700 of the Labor Code, for the
year of completion, the owner -builder will have the burden of proof that he or she did not build or
performance of the work for which this permit is issued.
improve for the purpose of sale.).
I HAVE AND WILL MAINTAIN WORKER'S COMPENSATION INSURANCE, as required by
❑❑
I, AS OWNER OF THE PROPERTY, AM EXCLUSIVELY CONTRACTING WITH LICENSED
CONTRACTORS TO CONSTRUCT THE PROJECT (Sec. 7044, Business and Professions Code:
Section 3700 of the Labor Code, for the performance of the work for which this permit is issued.
The Contractor's License Law dows not apply to an owner of the property who builds or improves
My Workers' Compensation insurance carrier and policy number are;
thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the
Contractors License Law.).
Carrier: Policy Number: Exp. Date:
(This section nee not a completed if the permit is or one hundred dollars ($100) or less.)
❑IAM EXEMPT under Section B. 8 P.C. for this reason:
❑I CERTIFY THAT IN THE PERFORMANCE OF THE WORK FOR WHICH THIS PERMIT IS
ISSUED, I shall not employ any person in any manner so as to become subject to the Workers'
Compensation Laws of California, and agree that if I should become subject to the workers' •
'sions
X 05/07/2008
compen H n pro of Section 3700 of the Labor Code, I shall forthwith comply with those
Owner's Signature Date
provi ns.
X 05/07/2008
I hereby certify that I have read this application and state that the above information is correct. I agree
to comply with all City and County ordinances, rules, regulations, and State laws relating to building
Signure Date
RE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL,
RNI : F?BJECT
construction, and with any and all conditions of permit. I agree to defend, indemnify, and hold harmless
Butte County, its officers, agents and employees from any and all claims and liability for personal
ND ALL AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE
DRED TUSAND DOLLARS ($100,000), IN ADDITION TO THE COST OF COMPENSATION,
injury, including death, and property damage caused by, arising out of, or in any way connected with
the issuance of this permit. I hereby acknowledge that issuance of this permit does not authorize the
DAMAGES AS PROVIDED FOR INSECTION 3706 OF THE LABOR CODE, INTEREST AND
use or occu ancy of any sidewalk, street, or subsidewalk. I hereby authorize representatives of Butte
ATTORNEY'S FEES.
Cou o, tio0ed property for inspection purposes. I hereby certify that I am the
P Pe w ra au i ctonth�rnpartyowner'sbehatf.
�� 072 8
CONSTRUCTION LENDING AGENCY
1 HEREBY AFFIRM UNDER PENALTY OF PERJURY that there is a construction lending agency for
Permittee [SIGN] Print ete
the performance of the work for which this permit is issued. (3097 civ. code)
Owner 1-1 Contractor OR.' Agent for Owner Agent for Contractor
FILE COPY `
Lender's Address City State Zip
BUTTE COUNTY PERMIT
DEPARTMENT OF DEVELOPMENT SERVICES NO.
BUILDING PERMIT APPLICATION
OFFICE #: (530) 538-7541 FAX #: (530) 538-2140
A FEE WILL BE REQUIRED AT TIME OFAPPLICA TION
Website: www.buttecounty.net/dds • BIN #
**PLEASE PRINT CLEARLY**
/AOQ.0141)-IV 17
APPLICANT INFORMATION
OWNER INFORMATION
Last Name
>� /�
-Address
First Name Q
Mailing Address�i
d
� �
City
City
Phone
Stat
Zi
Phone
E-mail
Fax
APPLICANT INFORMATION
CONTRACTOR .
Name
Name 1..
-Address
Stat
Address
State
9
City
Phone
x
ax
Zi i
C�
E-mail
Class
APPLICANT INFORMATION
ARCHITECT/ENGINEER
Name
Address U
-Address
Stat
City
State
Zip
Phone
x
E-mail
State License Number
APPLICANT INFORMATION
Name
i
40
Address U
City
Stat
Z'
Phone/*Fax
O
E-mail
Mitchell
(c`h/A*uildmg Materials Warehouse
'.O. Box 1038
Gridley, CA 95948-1038
(530) 846-4409
PROJECT LOCATION
AP# w _
Property Address
�f v
City de -LQ
WORKER'S COMPENSATION
Policy Number
G
Carrier
F/f hiring anyone other than license contractors, a certificate of worker's
ompensation must be shown at the time of permit issuance.
DESCRIPTION OR SCOPE OF WORK:
01d
Sq FT- Living Garage Open Cov
❑ Structure Built without Permits
❑ Proposed Change of Occupancy
(Note previous use):
For office use only:
Zoning A, — Flood Zone SRA Yes I No
Occ.
Type Const.
BUTTE COUNTY FEE SUMMARY
7 County Center Drive
Oroville, CA 95965
Department of Development Services
Phone (530) 538-7541 Fax (530) 538-2140
Permit Number: B08-0734
Job Address: 680 JUSTESON RD
Contractor: DWIGHT DEATON
580 FAIRVIEW DR GRIDLEY, CA 95948
Printed: 04/21/2008
1:03 pm
Fee Description Account Number Fee Amount Paid Date Pmt Amt
DBEH Building Review Fee
0021-540013-4614901-1010 $78.90 04/21/2008 $78.90
DBMSC Garage/Shop/Strge Wood F
0010-440001-4210500-1010 $361.74
DBF Garage -Wood Frame Plan Che
0010-440001-4210500-1010 $241.16 04/21/2008 $241.16
DBSMIP Residential
1001-0-280-1011298 $2.30
Printed By: Kourtni Graham
At the time of
permit. These
Signature:
684.10 $320.06
Balance Due: $364.04
I was advised the above fees are required prior to issuance of the
change during the
rocess.
Date: 04/21/2008
Pursuant to GoverAment cWe Section 66020, you are hereby notified those items listed above may have been imposed on your project. You have 90 days
from the date of approval of the project or from the impostion of the above referenced items during which you may request a protest. The requirments
for a protest are specified in Government Code Section 66020(a).
Butte County Department of Public Works
J. MICHAEL CRUMP, DIRECTOR
LAND DEVELOPMENT DIVISION
Storm Water Managment Program
7 County Center Drive
Oroville, CA 95965
(530) 538-7266 Telephone
(530) 538-7171 Fax
www.buttecounty.net/dds
National Pollutant Discharge Elimination System (NPDES) Phase II Construction Storm
Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgment
[LESS THAN 1 ACRE 1
Reference Number: B08-0734
Location: 680 JUSTESON RD
Parcel Number: 022-240-127
Owner Name: BLACK, ROBERT E & DENISE K
Description: GARAGE (24 X 40)
Date: 04/21/2008
By: KCG
Sub Type: Private GaraEe/Shop
Phone: (530)846-8856
By signing below, I the project owner/owners' agent, certify that this project WILL NOT DISTURB 1 acre or more
of land and that I therefore, do not need to apply for a Construction Storm Water Permit from the State of California
Regional Water Quality Control Board. Phased projects that contain multiple site buildouts of less than one acre but
when combined with subsequent phases total more than one acre of disturbed soil will require a Construction Storm
Water Permit from the state of California Regional Water Quality Board.
I am aware that submitting false and/or inaccurate information or failure to apply for a Construction Storm Water
Permit from the State of California Regional Water Quality Control Board for this project that disturbes one acre or
more of land may result in revocation of grading and/or other permits or other santions provided by law.
Signed:
Title:
FILE
Date: 04/21/2008
Butte County Department of Development Services
TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR
7 County Center Drive
Oroville, CA 95965
(530) 538-7601 Telephone
(530) 538-2140 Fax
www.buttecounty.net/dds
NOTICE TO BUILDERS"
Before your building permit can be issued, your plans must be checked for compliance with the California Building Codes. In
addition, your plans are routed to other regulatory entities including but not limited to Planning, Public Works, Environmental
Health, and the California Department of Forestry for their clearances and approvals. There are some things you can do to
expedite your permit:
0 Make sure your application is complete.
0 Be responsive to requests from County departments for any additional materials or requirements.
The Building Division places its highest priority on processing building permits as quickly as possible and each day that passes
without a complete application adds to processing time.
Every permit issued by the Building Official shall expire and become null and void if the work authorized by such permit is not
started or completed within one year from the date of issuance of such permit. A permit may be renewed (for a fee) prior to
expiration an indefinite number of times, provided construction. progress has been documented by the Building Division during
each year during scheduled inspections. No changes may be made in the original plans and specifications for such work. In
order to reinstate action on a permit after expiration, the permittee shall pay a new full permit fee and additional plan checking
and documentation may be required. Upon completion of work covered by this permit, please contact this office for final
inspection. As a reminder to you, it is illegal to occupy this building or any portion of the building for which this permit is
issued without a final inspection.
EXPIRATION OF PERMIT APPLICATION AND REFUND POLICY"
Application for which a permit has not been issued will expire one year after date of application.
Refunds may only be made upon written request by the person who originally paid the fees. Refunds for permit applications, if
the permit has not issued, but not after 180 days from the date of fee payment. Fees paid at the time of application are for
Plan Check and administration. The Plan Check portion of fees is refundable only if the permit is cancelled or withdrawn
before any plan checking is done. Building Division costs will be deducted prior to authorizing a refund and a charge to
process the refund application will be assessed. Refunds on permits (issued) may be requested prior to the expiration of the
permit, provided no work has been done pursuant to the permit. An Inspection may be required (and deducted from any refund
amount) to determine no work was done.
Fee/refund information can be read on-line at http://municipalcodes.lexisnexis.com/codes/butteco/
"When filed, this application and all supporting material becomes subject to the California Public Records Act. All public information
related to this application is subject to public inspection and will be posted on the County's website for electronic access.
Reference Number: B08-0734
Location: 680 JUSTESON RD
Parcel Number: 022-240-127
Owner Name: BLACK, ROBERT E & DENISE K
Description: GARAGE (24 X 40)
Signature of Applicant:
FILE
Date: 04/21/2008
Phone: (530) 846-8856
Date: 04/21/2008
APPLIED TESTING CONSULTANTS
' MATERIALS TESTING, ENGINEERING AND INSPECTION
April 22, 2008
Mitchell's Building Materials
P.O.Box 1038�JG0%3
Gridley, CA 95948 �v� Q`�`�`®
Attn: Mr. Jerry Mitchell
.. Re: Addendum letter to the Geotechnical Report dated 4/14/08 f
Bob Black Garage — Gridley, CA
Gentlemen:
This letter is to. revise and clan our recommendations in our Geotechnical Report dated
4//14/ fnr +t1P ahnva man+innari pr�1'.ect
In section 3.2 (Site Preparation) we reported "buildings are to bear on a.minimum 24 inches
of non -expansive, compacted soil. Please revise that section to read 12 inches of compacted
soil.
In section 3.3 (soil expansion potential) we listed many options that can be used to help
mitigate expansive soil. Because the underslab soils are only slightly expansive standard 12"
by 12" footings are sufficient. However, The contractor should include the reinforcing steel
mat (section 3.3.5.5) and. underslab requirements (section 3.3.5.4) per code. Monolithic
foundation placement is acceptable.
Applied Testing Consultants is not the foundation design engineer for this project. Designs
for consolidation, differential settlement and bearing on fill materials are by others. Applied
Testing Consultants does not represent that these test and or recommendations are suitable,
whether or not modified, for any other site or development on this site, other than the one for
which they were specifically prepared.
Please call if you have any questions regarding our services s,. ; .above.
Very truly yours, ` ,k
r
aa
., .
Brad Forsythe :,cam
yt Charly"PE, MS
President :BUTTES C-038692 Exp.3/31/09
Director of Operations COUNTY Staff Engineer
APR .2 9 2008
3060 Thorntree DriVe, Suite IOUs 973 • Telephone:'(530) 891-6625 • Facsimile: (530)'891-4243
jw-11�
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APPLIED TESTING CONSULTANTS
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CO
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GEOTECHNICAL REPORT
r for the'
Bob Black Garage
prepared for
Mitchell's Building Materials
April 14, 2008'`
'punt
Comyt
APR 21 *8
DEVELOPMENT
SERVICES
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GEOTECHNICAL REPORT
For
Mitchell's Building Materials
Bob Black Garage
Chico, California
April 14, 2008
ATrAPPLIED TESTING CONSULTANTS
3060 Thorntree Drive, Suite #10
i� Chico, CA 95973
Bob Black Garage April 14, 2008
TABLE OF CONTENTS
1.0 INTRODUCTION............................................................................................................. 1
1.1 General.........................................................................................................................1
1.2 Scope........................................................................................................................... 1
1.3 Attachments................................................................................................................. 1
2.0 FINDINGS......................................................................................................................... 1
2.1 Site Description.....................................................................................................I...... 1
2.2 Subsurface Soil Conditions......................................................................................... 1
2.3 Ground Water.............................................................................................................. 1
3.0 CONCLUSIONS AND RECOMMENDATIONS............................................................ 2
3.1 Site Clearing................................................................................................................ 2
3.2 Site Preparation............................................................................................................ 2
3.3 Soil Expansion Potential.............................................................................................. 3
3.4 Liquefaction Potential.................................................................................................... 4
3.5 In Place Relative Density............................................................................................ 5
3.6 Site Geology & Seismicity.......................................................................................... 5
3.7 Foundation Design....................................................................................................... 6
3.8 Slab-on-Grade..............................................................................................................7
3.9 Pavement Design......................................................................................................... 7
4.0 LIMITATIONS..................................................................................................................7
Figures:
Figure 1: Site Location
Figure 2: Test Pit Location Plan
Figure 3: Unified Soil Classification System
Figure 4: Earthquake Epicenter Map
Appendix A — Field Investigation Description & Logs
Appendix B — Laboratory Test Data
\\Otto\C\Work\2008\023-Bob Black Soils\report.doc page 1
' Bob Black Garage April 14, 2008
' 1.0 INTRODUCTION
' 1.1 General
We have completed a geotechnical engineering investigation of the site for the proposed Bob
Black Garage in Gridley, California. The purpose of our investigation was to explore the
site, investigate subsurface soil conditions, and to provide design recommendations for the
preparation of the proposed development. This report represents the results of our work.
1.2 Scope
The scope of our work included: a field exploration consisting of one Test Pit, testing and
analysis of soil samples obtained from Test Pit 1, and the preparation of a report containing
our findings and recommendations.
1.3 Attachments
This report contains Site and Test Pit Location Plans, a Profile Log for Test Pit 1, and our
Laboratory Test Data Sheets (including Atterburg Limits & Gradations). See Figures and
Appendices.
2.0 FINDINGS
' 2.1 Site Description
The development site is located at 680 Justeson Avenue in Gridley, California, between
Kofford Road and Grace Road, and is 1.31 acres in size (see Figure 1). Orchards and rural
residences border the site on all sides. The proposed development for the site is for a
residential garage.
On the date of our visit, 1 April 2008, there was no apparent site grading at the proposed
garage location. The site had an existing residence and several garage or barn structures near
the proposed garage location. The site is rectangular in shape.
2.2 Subsurface Soil Conditions
With a hand auger, one excavation was made to a depth of five feet, as seen in Test Pit Log
' 1. It was determined that the test pit was of sufficient depth to represent the soil profile of
the building pad. All excavations revealed relatively consistent subsurface soil for the site.
The surface soils are predominately CL -lean clay with sand, and SM -silty sand. After the test
pit was dug and soil samples taken, the hole was filled with excavated material. The backfill
materials in the hole were not properly compacted to any standard specifications.
' 2.3 Ground Water
Groundwater evidence was discovered in the test pit at the time of our exploration at a depth
of four and a half feet below grade. Perched water was not encountered.
\\Otto\C\Work\2008\023-Bob Black Soils\repon.doc page 1
Bob Black Garage April 14, 2008
3.0 CONCLUSIONS AND RECOMMENDATIONS
At the time that this report is being prepared, it is our understanding that the proposed
construction at this site consists of lightweight residential construction with slab -on -grade
foundations. The recommendations - contained in this report are based upon these
assumptions.
Prior to commencement of earthwork of the site a pre -construction meeting is recommended
' in order to ensure that the recommendations included in this report are conveyed and
performed in the manner in which they were intended. A representative of our office, the
builder, the general engineer, the structural engineer and/or architect, and the governing
jurisdiction should all be in attendance. A minimum of 72 hours notice will be required to
coordinate scheduling.
3.1 Site Clearing
Prior to site grading, all trees, surface weeds, expansive clays, and organics should be
removed from the construction areas. The soil portion of this material can either be removed
or stockpiled for later use in landscape areas. After clearing has been completed, a
representative of our office shall inspect the site to verify that all vegetation and loose debris
have been removed prior to the commencement of construction. The extent of soil removal
may vary depending upon the findings of this subsequent inspection. Loose soils may be
exposed after scarification requiring further removal.
3.2 Site Preparation
Tree roots larger than one inch in diameter within five feet of the building pads or within
driveways or roadways shall be removed, over excavated and replaced with properly
compacted engineered fill. Any existing septic and water systems shall be removed, over
excavated and replaced with properly compacted engineered fill. The finished pads may vary
from the scarified depth. Building pads are to bear on a minimum of 24 inches of non -
expansive, compacted soil. Fills shall be compacted in accordance with the procedures
described in the following paragraphs. (Note if all expansive soil is removed during grading
then section 3.3 may be ignored.)
Prior to placement of engineered fill within the pad areas, all tree stumps and roots shall be
removed and replaced with compacted engineered fill. The exposed sub -grades should be
moisture conditioned and compacted to a minimum of 90% relative compaction, based on
test method ASTM D1557. Engineered fill should be placed in 8" loose lifts, moisture
conditioned and compacted to 90% relative compaction. The compacted thickness of each
layer shall not exceed 6 inches. Compaction control and testing should be performed by a
qualified testing agency to insure the recommendations of this report are followed.
Depending on the amount of rock encountered in the on-site or import soils. We recommend
that compaction testing be performed using Sand Cone methods (per ASTM D1556), or
Nuclear Density methods (per ASTM D2922).
Prior to placement of engineered fill within roadways, all tree stumps and roots shall be
removed and replaced with compacted engineered fill. The exposed sub -grades should be
\\Otto\C\Work\2008\023-Bob Black Soils\repomdoc page 2
Bob Black Garage April 14, 2008
moisture conditioned and compacted to a minimum of 95% relative compaction, based on
test method ASTM D1557. Engineered fill and road base should be placed in 8" loose lifts,
' moisture conditioned and compacted to 95% relative compaction. We also recommend that
the road sub -grade be benched to facilitate compaction efforts and increase surface stability.
The compacted thickness of each layer shall not exceed 6 inches. Compaction control and
' testing should be performed by a qualified testing agency to insure the recommendations of
this report are followed. Depending on the amount of rock encountered in the on-site or
import soils. We recommend that compaction testing be performed using Sand Cone
' methods (per ASTM D1556), or Nuclear Density methods (per ASTM D2922).
If imported off-site material is required to build the pads to finish grade, it must be approved
' by a representative from our office and meet the following minimum criteria. Import
material must have a plasticity index of less than 4; be non -expansive (EI<20); have 100%
passing the 3" sieve; 30% to 60% passing the #4 sieve; and no more than 20% passing the
' #200 sieve.
3.3 Soil Expansion Potential
The surface and near surface soils encountered at the site were found to contain a certain
amount of clay, which has potential for volumetric changes. The results from the plasticity
' index tests (see test data in appendix B), showed high liquid limit values; as a result, the soil
is considered to be slightly expansive.
' A qualified representative from our office should inspect the rough foundation excavations in
order to determine if the following expansive soil recommendations are required. Also, due
to the limited area in which expansive soil is present on the site, a qualified representative
can determine which of the subdivision lots will be affected by expansive soil. There are
several solutions that will eliminate or reduce the potentially deleterious effects of expansive
soils. Slabs on grade and pavements are particularly sensitive to swell and shrinkage of the
soils subgrade. A list of options is provided below:
' 3.3.1 Remove or cover all expansive materials and replace with non -expansive fills.
3.3.2 Modify the existing soils with a chemical treatment, (lime, gypsum, concrete, etc.).
3.3.3 Change to a post and beam foundation engineered as grade beams capable of
spanning 4'-0" voids or swells, or with bottom of footing placed beneath the expansive
materials, or beneath where expansion is expected to occur.
' 3.3.4 Design slabs to resist movements i.e., post -tension slab, waffle slabs, thick slabs or
other reinforcing methods.
3.3.5 Modify construction to conform to the following list of six recommendations
3.3.5.1 Extend the perimeter footings to a depth of 18" below the surrounding natural
grade. The purpose of this is to minimize the effects of seasonal variations in
moisture content of the supporting soil. The deeper foundations will also help
\\Otto\C\Work\2008\023-Bob Black Soils\report.doc page 3
Bob Black Garage April 14, 2008
minimize desiccation of the soil from water absorption through the roots of adjacent
shrubbery and/or trees used in landscaping.
3.3.5.2 Do not landscape next to the perimeter of the foundation with shrubbery and/or
trees. The trees may grow root systems that can extend under the foundation.
3.3.5.3 Footing trenches should be pre-soaked for a minimum of six hours prior to
placing concrete. Excess water should be removed or allowed to soak in. Care must
be taken to prevent a muddy condition at the time of concrete placement and to
prevent mud on the surface of the reinforcing bars. The soil in the trench bottoms
should be moist, but firm at the time concrete is placed.
3.3.5.4 A minimum of 4" of crushed rock or 3/" x #4 gravel should be installed under the
floor slab to act as a capillary break. After the gravel is placed the area should be
soaked uniformly for a period of six hours before placing concrete. Install a plastic
moisture barrier and a 2" sand blanket over the gravel to limit dampness on the slab
surface during winter months.
3.3.5.5 Do not use welded wire fabric or fiber -mesh as the primary reinforcement, use
deformed rebar.
3.3.5.6 Contraction joints should be installed at intervals not to exceed twenty feet in any
' direction. Such joints may be formed by deep (3/4") grooving or by the installation
of Zip Strips.
3.3.5.7 Allow for slab vertical movement at edges.
The five options listed above are not intended to exclude other engineered solutions. The
completed engineering may include more than one of the several options or other engineered
solutions.
Options one and two are intended to eliminate soil expansion. Options three and four are
intended to resist the effects of the soil expansion. Option five is intended to reduce the
' amount of soil expansion. The best solutions are obviously one and two, but they may not be
feasible from an economic standpoint. Options three, four, and five have been provided as
options to reduce but not eliminate damage to structures. However, even under ideal
' conditions the risks for damage to structures due to the swelling and shrinking of soils are not
completely eliminated.
1 The intent for this site is to modify construction in the building areas where expansive
soil is present per 3.3.5.
3.4 Liquefaction Potential
No soils were observed that would be prone to liquefaction in the subsurface excavation. If
L sands are discovered during site excavation, ATC shall be notified of the presence of such
soils.
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Bob Black Garage April 14, 2008
3.5 In Place Relative Density
In Place Relative Density tests were not performed on the surface soils.
3.6 Site Geology & Seismicity
Butte County and the surrounding area are located on the western portion of a faulted and
downwarped series of ancient metamorphic rocks of the Western Sierra Nevada Mountain
Range. Granitic rocks associated with Mesozoic thrust faulting are located in the eastern
portion of the County. In the western portion of the County, gently folded younger and
sometimes faulted sediments of the Sacramento Valley overlie older metamorphic rocks
similar to those of the Sierra Nevada. The stratigraphic and structural trend of metamorphic
rocks is generally northward with steeply dipping bedding in most places. The basic site
geologic formation is a Pleistocene alluvium (Modesto Formation). The formations and
geologic structure of the County appear to be controlled or strongly modified by Cenozoic
faults extending along the western portion of the Sierra Nevada Mountains and trending
north-northwest along with the Big Bend, Camel Peak, Dogwood Peak, Rich Bar, and
Melones faults, most of which lie to the north and east of Butte County in the area of
volcanic intrusions. The more recent seismic activity lies with the Cleveland Hills fault
(1975-1976), Swain Ravine (Late Quaternary), Spenceville Fault Zone (Late Quaternary,
possibly Holocene) and the Highway 49 Fault Zone (Late Quaternary). Most Sierra Nevada
faults are a combination of strike slip and thrust movements. (Bailey, Geology of Northern
California, California Division of Mines and Geology.)
The site is not within an Alquist-Priolo Special Studies Zone, according to the State of
California and the USGS. There are no faults running directly through the site, according to
the book "Maps of Known Active Fault Near -Source Zones in California and Adjacent
Portions of Nevada" prepared by California Geological Survey (formerly the California
Department of Conservation Division of Mines and Geology) in cooperation with SEAOC.
Earthquake related ground shaking should be expected during the life of structures
constructed on this site. The California Geological Survey has defined an active fault as one
that has had surface displacement in the last 11,000 years, or has experienced earthquakes in
recorded history. Using the EQSEARCH computer program by Blake (2000), a 100 -mile
radius search was performed of historic events, (with a minimum magnitude of 4.0), dating
from the years 1800 to 2004. A total of 296 earthquakes were found with a maximum
magnitude of 6.4; the earthquake closest to the site was about 10.5 miles (17.0 km) away and
the largest site acceleration was about 0.239g, (computed using attenuation relationships
from Idriss 1994, Boore et al. 1997, Sadigh et al. 1997, Abrahamson & Silva 1997 and
Campbell & Bozorgnia 1997).
Based on the EQFAULT computer program by Blake (2000), the maximum deterministic
peak ground acceleration (PGA) was computed to be 0.372g, (again computed using
attenuation relationships from Idriss 1994, Boore et al. 1997, Sadigh et al. 1997, Abrahamson
& Silva 1997 and Campbell & Bozorgnia 1997).
Based on the California Geological Survey, the probabilistic peak ground acceleration (PGA)
that has a 10% probability of exceedance in 50 years was computed to be 0.176g.
\\Ono\C\work\2008\023-Bob Black Soils\report.doc page 5
Bob Black Garage April 14, 2008
Properly designed structures, using the current California Building Code requirements,
should be constructed to reduce the damage from a strong ground shaking. Based upon our
research the following ASCE 7-05 (2007 California Building Code) earthquake design
criteria should be used by the Structural Engineer:
ASCE 7-05 Seismic Variables, (USGS based)
Site Class:
D
Ss, Period 0.2 sec.:
0.536g
S1, Period 1.0 sec.:
0.226g
SMs = Fa x Ss:
0.735g
SMI = Fv x S1:
0.440g
SDs = 2/3 x SMs:
0.490g
SD1 = 2/3 x SMI:
0.293g
Seismic Coefficients:
Fa 1.371, Fv= 1.948
3.7 Foundation Design
Our field investigation and laboratory test results indicate that the existing native soils, at the
proposed site, are adequate for support of lightweight residential construction. The buildings
proposed for this site may be supported upon conventional spread footings and continuous
perimeter footings. Based on results of our laboratory testing performed on samples of the
predominant soil type encountered, foundations should be designed in accordance with the
recommendations provided below. For this project, finish pad subgrade shall be defined as,
"the surface on which the capillary break/moisture barrier materials are placed."
Foundations bearing on native or fill materials may be sized for vertical compression loads
utilizing maximum allowable soil pressures of 1,500 pounds per square foot (pso for dead
and live loads, and may be increased to 2,000 pounds for all loads including wind or seismic
forces. Lateral sliding resistance may be computed using a friction coefficient of, µ = 0.35.
Foundation designs accounting for lateral bearing may use a lateral bearing pressure of 250
pcf.
Plasticity index testing, along with gradation analysis, were performed on several samples
that are representative of the subsurface soil types encountered. The results of these tests are
included in the attachments.
' Although the structural engineer should make the final determination of foundation
reinforcement, we recommend as a minimum, that foundations contain a single #4 bar placed
at the top and bottom of all foundations. It is further recommended, that foundation
reinforcement should be consistent.
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Bob Black Garage April 14, 2008
3.8 Slab -on -Grade
' Interior slab -on -grade floors should be underlain with a 4" layer of free -draining gravel. The
gravel should be graded, such that, 100% passes, the 1" sieve, and not more than 2% passes
the #4 sieve. Over the gravel, should be a durable vapor barrier of visqueen, which is 10 ml.
or thicker, covered by 2" of moist, clean sand. These will both serve as capillary moisture
deterrents, as well as, to promote uniform curing of the slab concrete.
For slab -on -grades, we recommend that slabs be reinforced with reinforcing bars or welded
wire fabric. This reinforcing will minimize cracking, if minor differential settlement occurs
beneath the slab. It is important that the slab reinforcing be located in the middle of the slab,
and it be held in place during concrete placement. See section 3.3 for additional subgrade
recommendations.
Contraction joints should be installed at intervals not to exceed twenty feet in any one
direction. Such joints may be formed by deep (3/4") wet grooving while the concrete is still
plastic, or by the installation of Zip Strips.
3.9 Pavement Design
We have been advised that R -Value testing and pavement design would not be required
within this report.
4.0 LIMITATIONS
Our recommendations are based upon the information provided regarding the proposed
construction, combined with our analysis of site conditions revealed by the field exploration
and laboratory testing programs. We have used our best engineering judgment, based upon
' the information provided and the data generated from our, investigation. Our test pits were
dug in locations determined to be representative of the site. However, if the proposed
construction is modified or re-sited, or if it is discovered during construction that subsurface
conditions differ from those encountered at the boring locations, we should be afforded the
opportunity to review the new information or changed conditions, to determine if our
conclusions and recommendations must be modified. We do not claim that our
recommendations are suitable for discovery items or other site changes other than the
conditions and testing specifically discussed in this report. Furthermore we cannot be held
responsible for discovery items or other site changes.
The investigation is intended to develop geotechnical recommendations from the soils and
conditions revealed by the test pits and subsequent laboratory work. It is not intended that
' our, investigation will un -earth or detect items or problems deliberately or inadvertently
concealed by others. Ash pits, buried trees or other concealed items and their discovery are
not the responsibility of ATC. Furthermore we cannot be held responsible for concealed
titems.
If there is a substantial lapse of time between the submission of our report and the start of
construction at the site, or if the conditions have changed due to natural causes or
I\\Otto\C\Work\2008\023-Bob Black Soils\report.doc page 7
Bob Black Garage April 14, 2008
construction operations at, or adjacent to the site, we urge that this report be reviewed to
determine the applicability of the conclusions and recommendations considering the changed
conditions and time lapse. This report should not be used after 3 years.
We would appreciate the opportunity to review the final plans and specifications to
determine if the intent of our recommendations has been implemented in those documents.
Applied Testing Consultants is not the foundation design engineer for this project. Design
for consolidation, differential settlement and bearing on fill materials are by others. We
emphasize that Applied Testing Consultants does not represent that these test results and/or
recommendations are suitable, whether or not modified, for any other site or development on
this site, other than the one for which they were specifically prepared. Applied Testing
Consultants disclaims responsibility for these test results and/or recommendations if they are
used whole or in part at any other site or type of development on this site.
Applied Testing Consultants (ATC)
Brad Forsythe
President &
Director of Operations
t
\\Otto\C\Work\2008\023-Bob Black Soils\report.doc
Charles Roberts, PE, MS
C-038692 Exp. 3/31/09
Staff Engineer
1.
rBob Black Garage April 14, 2008
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1
UNIFIED SOIL CLASSIFICATION SYSTEM
MAJOR DIVISIONS
SYMBOLS
CODE
TYPICAL NAMES
Grain Size
<3 Very Loose
GW
in Millimeters
Well graded gravels or gravel - sand mixtures, little or no fines
12"
Above 305
COBBLES
" to 3"
305 to 76.2
rn
GRAVELS
GP��
�
Poorly graded gravels or gravel -sand mixtures, little of no fines
d
O z
(More than } of coarse
3/4" to No. 4
C
SAND
No. 4 to No. 200
4.76 to 0.074
coarse ( c)
No. 4 to No. 10
fraction > No. 4 sieve size)
GM
No. 10 to No. 40
Silty gravels, gravel - sand - silt mixtures
fine (f)
No. 40 to No. 200
0.420 to 0.074
SILT & CLAY
Below No. 200
N N
o „
GC
Clayey gravels, gravel -sand -clay mixtures
woSW
•: •
Well graded sands or gravely sands, little or no fines
SP
.
Poorly graded sands of gravely sands, little or now fines
� o `
SANDS
p(More
than 11 of coarse
SM
:
Silty sands, sand - silt mixtures
U
fraction < No. 4 sieve size)
SC
Clayey sands, sand - clay mixtures
ML
Inorganic silts and very fine sands, rock , silty or clayey fine
6
SILTS & CLAYS
sands or clayey silts with slight plasticity
-2 z
CL
Inorganic clays of low to medium plasticity, gravely clays, sandy
En 0 v
LL < 50
clays, siltyclays, lean clays
OL
Organic silts and organic silty clays of low plasticity
0 N
4.1
Z�w
H
I I I I I
Inorganic silts, micaceous of diatomaceous fine sandy or silty
SILTS & CLAYS
1.14 101.1
coils, elastic siltsc
ua ` N
CH
Inorganic clays of high plasticity, fat clays
?
LL > 50
OH
Organic clays of medium to high plasticity, organic silty clays,
organic silts
HIGHLY ORGANIC SOILS
PT=
_ =
Peat and other highly organic soils
OTHER SYMBOLS
= Drive Sample: 2-1/2" O.D.
California sampler
= Drive Sample: no recovery
�+ = Initial Water Level
�f
=Final Water Level
— — — = Estimated or gradational
material change line
= Observed material change line
Laboratory Tests
PI = Plasticity Index
EI = Expansion Index
UCC = Unconfined Compression Test
TR = Triaxial Compression Test
GR = Gradation Analysis (Sieve)
CON = Consolidation Test
GRAIN SIZE CLASSIFICATION
CLASSIFICATIONRANGE
OF GRAIN SIZE
Below/ ft. Description
U.S. Standard
Grain Size
<3 Very Loose
sieve size
kAbove
in Millimeters
BOULDERS
12"
Above 305
COBBLES
" to 3"
305 to 76.2
GRAVEL
to No. 4
76.2 to 4.76
eoarse\se (c)
3" to 3/4"
76.2 to 19.1
fine (f)
3/4" to No. 4
19.1 to 4.76
SAND
No. 4 to No. 200
4.76 to 0.074
coarse ( c)
No. 4 to No. 10
4.76 to 2.00
medium (m)
No. 10 to No. 40
2.00 to 0.420
fine (f)
No. 40 to No. 200
0.420 to 0.074
SILT & CLAY
Below No. 200
Below 0.074
CONSISTENCY CLASSIFICATION
COHESIVE SOILS GRANULAR SOILS
Description
Below/ ft. Description
Below/ ft.
Very Soft
<3 Very Loose
<5
Soft
3-5 Loose
5-15
Medium (firm)
6-10 Medium Dense
16-40
Stiff
II -20 Dense
41-65
Very Stiff
2140 Very Dense
> 65
Hard
>40
Figure 3
APPLIED TESTING CONSULTANTS
3060 Thotmtree Drive, Suite #10 - Chico, CA 95973 - Telephone: (530) 891-6625 - Facsimile: (530) 891-4243
EARTHQUAKE EPICENTER MAP
{ Bob Black Garage
' 1100
1000 F '
900--
800--
00 800 X X X f f
700--
600--
500--
400--
300
00 600 500 400 300
' 200 LEGEND ;
X M=4
100 O M=5 `
❑ M=6
0' M=7,
' 0 O M = 8 '.o. a•
-100 • `
-400 -300 -200 -100 0 100 200 300 400 500 , '• 600
r
r
' Fi ure 4: Earthquake E f
. _ , g q e picenter Map
Bob Black Garage April 14, 2008
Appendix A
I
1
1
1
i
1
i
1
1
1
1
1
1
1
1
1
i
Test Pit Log
PROJECT: Bob Black Garage
CLIENT: Mitchell's Building Materials
LOCATION: Gridley, CA
EQUIPMENT: Hand Auger
TEST PIT NUMBER: 1
DATE EXCAVATED: 4/01/08
TOTAL DEPTH: -5'-0" -
LOGGED BY: A. Plant
DepthLog
Soil Description
Brown Clay with Sand
1
Sample TP 1-S 1 @ -0'-6" thru T-0" - GR, PI,
CL -Lean Clay with Sand
z
s
Olive/Brown Silty Sand with Weathered Rock
4
Sample TPI -S2 @ 4-0" thru 4'-9" - GR, PI,
1M
SM -Silty Sand
5
Terminated @ -5'-0"
6 .
7
8
9
10
Attachment (1)
APPLIED TESTING CONSULTANTS
3060 Thorntree Drive, Suite #10 - Chico, CA 95973 - Telephone: (530) 891-6625 - Facsimile: (530) 891-4243
!i Bob Black Garage . April 14, 2008
Appendix B
Sieve Analysis - Combined
Client:
Mitchell's Building Materials
Address:
PO BOX 1038
City, State, zip:
Gridley, CA 95948
Attn.:
Jerry
Project:
Bob Black Garage
Sample source:
Sampled by ATC 3
Sample Description:
CL -Lean Clay with Sand
Sample location:
Test Pit 1, Sample 1
Sample depth:
taken at minus 0'-6" thru 2'-0"
100.0%
1,212.5 g
Start Wt, Course:
Start Wt. fine:
488.3 g
21/2
Sample No: TP1-S1
Date: 4 -Apr -08
Tech: B. Carter
o ..
Sieve Size
Weight Retained
Percent retained
Cumulative Percent Specified
Retained Passing
41/2
100.0%
4
100.0%
31/2
100.0%
3
100.0%
21/2
100.0%
2
100.0%
1 1/2
100.0%
1
100.0%
3/4
0.0 g
100.0%
1/2
6.5 g
0.5%
0.5%
99.5%
3/8
0.0 g
0.5%
99.5%
#4
2.8 g
0.2%
0.8%
99.2%
#8
0.0
0.0%.
0.8%
99.2%
#16
0.0 g
0.0%
0.8%
99.2%
#30
1.7 g
0.3%
1.1%
98.9%
#50
13.1 g
2.7%
3.8%1
96.2%
#100
27.8 g
5.6%
9.4%1
90.6%
#200
55.0 g
11.2%
20.6%1
79.4%
sand fraction SF 19.83%
gravel fraction GF 0.77%
SF/GF= 25.86
This test was performed according to Cal Trans Test 202 '
Sieve Analysis - Combined
Sample No: TP1-S1
Client:
Mitchell's Building Materials Date: 4 -Apr -08
Address:
PO BOX 1038 Tech: B. Carter
City, State, zip:
Gridley, CA 95948
Ann.:
Jerry
Project:
Bob Black Garage
Sample source:
Sampled by ATC
Sample Description:
CL -Lean Clay with Sand
Sample location:
Test Pit 1, Sample 1
Sample depth:
taken at minus 0'-6" thru 2'-0"
Dio =
n/a Co = n/a
Dao =
n/a Cc = n/a
D6o =
n/a
GRADATION CURVE
U.S. STANDARD SIEVE OPENING IN INCHES U.S. STANDARD SIEVE NUMBERS
t— 100.0%
90.0%
LU 80.0% -777777
70.0%
}
60.0%
w 50.0%
40.0%
30.0%
z
20.0%
V
10.0%
W
a
100
10 1 0.1 0.01 0.001
GRAIN SIZE IN MILLIMETERS ,
Project:
Client:
Address
City, State, Zip:
Attention:
Source:
Material Description:
Trial Number:
Tin Label:
Wet Weight + Tare:
Dry Weight + Tare:
Weight of Water:
Weight of Tare:
Weight of Dry Soil:
Moisture Content:
Number of Blows:
Liquid Limit, LL
35
Trial Number:
Tin Label:
Wet Weight + Tare:
Dry Weight + Tare:
Weight of Water:
Weight of Tare:
Weight of dry soil:
Moisture Content:
cg
38.00%
c 37.00%
P 36.00%
°u 35.00%
34.00%
y 33.00%
2 32.00%
Plasticity Index
Bob Black Garage
Mitchell's Building Materials
PO BOX 1038
Gridley, CA 95948
Jerry
Sampled by ATC
CL -Lean Clay with Sand
Linuid Limit -
Sample No: TPI -S1
Date: 9 -Apr -08
Technician: John D.
1
2
3 4 5 6
1
2
3
25.86
26.73
23.59
23.24
23.82
21.42
2.62
2.91
2.17
15.37
15.36
15.53
7.87
8.46
5.89
33.29%
34.40%
36.84%
F-73-11
27
21
Plastic Limit, PL
19
Plastir 1 imit.
Plasticity Index, PI
16
Above A Lline
Liquid Limit
10
100
number of blows y = -0.0016x + 0.4055
sieve mnaiy5m - %.,ommnea
Client:
Mitchell's Building Materials
Address:
PO BOX 1038
City, State, zip:
Gridley, CA 95948
Attn.:
Jerry
Project:
Bob Black Garage
Sample source:
Sampled by ATC
Sample Description:
SM -Silty Sand
Sample location:
Test Pit 1, Sample 2
Sample depth:
taken at minus 4'-0" thru 4'-9"
100.0%
1,600.09
Start Wt, Course:
Start Wt. fine:
506.5 g
21/2
Sample No: TP1-S2
Date: 3 -Apr -08
Tech: John D.
Sieve Size
Weight Retained
Percent retained
Cumulative Percent Specified
Retained Passing
41/2
100.0%
4
100.0%
31/2
100.0%
3
100.0%
21/2
100.0%
2
100.0%
1 1/2
100.0%
1 .
100.0%
3/4
0.0 g
100.0%
1/2
41.9 g
2.6%
2.6%
97.4%
3/8
27.5 q
1.7%
4.3%
95.7%
#4
0.0 g
•4.3%
95.7%
#8
31.0 g
5.9%
10.2%
89.8%
#16
49.1 g
9.3%
19.5%
80.5%
#30
47.0 q
8.9%
28.3%
71.7%
#50
42.2 g
8.0%
36.3%
63.7% '
#100
42.0 g
7.9%
44.2%
55.8%
#200
44.8 g
8.5%
52.7%1
47.3%
sand fraction SF 48.37%
gravel fraction GF 4.34%
SF/GF= 11.15
This test was performed according to Cal Trans Test 202
Sieve Analysis - Combined
Sample No: TP1-S2
Client:
Mitchell's Building Materials Date: 3 -Apr -08
Address:
PO BOX 1038 Tech: John D.
City, State, zip:
Gridley, CA 95948
Attn.:
Jerry
Project:
Bob Black Garage
Sample source:
Sampled by ATC
Sample Description:
SM -Silty Sand
Sample location:
Test Pit 1, Sample 2
Sample depth:
taken at minus 4'-0" thru 4'-9"
Dio =
n/a I CU = n/a
Dgo =
n/a CC = n/a
D6o =
n/a
GRADATION CURVE
U.S. STANDARD SIEVE OPENING IN INCHES U.S. STANDARD SIEVE NUMBERS
F 100.0%
90.0%
UJ 80.0%
70.0%
}
60.0%
w 50.0%
40.0%
30.0%
z
20.0%
V
10.0% -11
w
a
100
10 1 0.1 0.01 0.001
GRAIN SIZE IN MILLIMETERS
Project:
Client:
Address
City, State, Zip:
Attention:
Source:
Material Description:
Trial Number:
Tin Label:
Wet Weight + Tare:
Dry Weight + Tare:
Weight of Water:
Weight of Tare:
Weight of Dry Soil:
Moisture Content:
Number of Blows:
Liquid Limit, LL
Trial Number:
Tin Label:
Wet Weight + Tare:
Dry Weight + Tare:
Weight of Water:
Weight of Tare:
Weight of dry soil:
Moisture Content:
100.00%
t 80.00%
o 60.00% 4
U
40.00%
y 20.00% `=
0
M 0.00%
10
Plasticity Index
Bob Black Garage
Mitchell's Building Materials
PO BOX 1038
Gridley, CA 95948
Jerry
Sampled by ATC
SM -Silty Sand
Liauid Limit:
Plastic Limit, PL
n/a
Plastic Limit:
Sample No: TP1-S2
Date: 9 -Apr -08
Technician: John D.
Plasticity Index, PI
n/a
Liquid Limit
number of blows
100
Ar
/M '
APPLIED TESTING CONSULTANTS
J O
¢ y
r4,
er"
4 �'+
r.
s<
r
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t
i
O LOOMIS OFFICE O MARYSVILLE PLANT
3243 Rippey Road 5033 Feather River Blvd.
no wV Loomis, CA 95650 Marysville, CA 95901
Phone: (916) 652-4655 Phone: (530) 743-8855
TRUSS Phone:
(916) 652-3860 Fax: (530) 743-8856
Truss. Design Sub itta
Designed By: Date: Technical Representative:
Bryan Wagner March 20, 2008 Bryan Wagner
* All enclosed drawings are in alpha -numerical order "
Client
Mitchell's Building Supply
Office Fax:
Plan/Elevation:
Floor Components:
O
Roof Compoments:
O
Work Order # 0820308
Pro'ect
24 x 40 Joe Black
Gridley, CA
Site Phone: 11
Site Contact:
O Original Submittal WETSEALS
O Complete Revision 0G,
07Y
O Partial Revision: Replaces individual dra gs-r
O _ rE COr
O Addition: Add to Original Submittal 'i III i,11AIn , a
PPROVE
Optional vent 3_4 GENERAL GABLE DETAILS FOR WIND LOAD BRACING
opening per j \
design drawing. \
Pitch per design
3-4 /a�� I ��\� J-4 drawing.
S=.i-4 R=3-4
Connector plates shown are for example only. See actual truss design for required plate sizes and orientation.
Structural gable trusses 411 generally have diagonal and vertical members other that those shown above.
Adequate staples or toe -nails may be used, and should be used to avoid any ovedap with primary structural
plates. Gable truss is continuous bearing except as may be noted on individual design drawings
END (FACE) VIEW I
Brace Interval as
specified on the
approved engnineering
drawing or standard
detail or chart.
May 12' eave
unless noted on /
drawing.
Gable End Truss /
t
Typical 2x_ strongback
(whaler) brace along back
face of gable, braced with
+ or - 45 degree diagonal
2x (typ.) braced to roof
sheathing as shown. _
DWG# 0002065035
+ Indicates stud members that require bracingll
REGULAR GABLE END TRUSS REQUIREMENTS
1) ALL GABLE BRACING DESIGN AND CONNECTION REQUIREMENTS ARE THE
RESPONSIBILITY OF THE BUILDING DESIGNER, PER THE LATEST VERSION OF ANSI/TPI
REFERENCED BY THE MODEL BUILDING CODES.
2) TRUSWAL SYSTEMS APPROVED ENGINEERING DESIGN DRAWINGS WILL INDICATE ANY
NEED FOR WIND BRACING, AND THE REQUIRED BRACE INTERVAL LENGTH AS DESCRIBED
ABOVE. THE BRACE INTERVAL ON THE DRAWING IS BASED ON THE LOADING AND WIND
SPEED INDICATED ON THAT DRAWING ONLY, AND THAT BRACING IS REQUIRED TO PREVENT
THE GABLE STUDS FROM BUCKLING DUE TO WIND PRESSURE ACTING ON THE FACE OF THE
GABLE TRUSS AND AXIAL STRESSES CAUSED BY THE INDICATED APPLIED VERTICAL
LOADS. LOADS ACCOUNT FOR 12" EAVE MAX. UNLESS NOTED OTHERWISE.
3) IF THE GABLE TRUSS IS INTERIOR TO THE STRUCTURE AND THEREFORE IS NOT EXPOSED
TO WIND LOAD APPLIED TO THE FACE OF THE TRUSS, THE BRACE SPACING INTERVAL MAY
BE THE L/D LIMIT OF 50 FOR COMPRESSION MEMBERS AND USE 80% OF THE LENGTH (i.e.
FOR 2X_ LUMBER, THE MAX. BRACE INTERVAL MAY BE 7'-9").
4) IT IS ASSUMED THAT THE GABLE TRUSS RESTS ON A CONTINUOUS BEARING WALL
EXCEPT AS MAY BE NOTED ON THE INDIVIDUAL APPROVED TRUSS DESIGN.
5) SHEATHING OF PLYWOOD, OSB, WOOD BOARD SIDING, HARDBOARD SIDING, SHEETROCK,
STUCCO, WAFERBOARD OR OTHER MATERIAL MAY BE PLACED ON ONE OR BOTH FACES OF
A REGULAR (NON-STRUCTURAL) GABLE END.
6) LATERAL LOADS IN LINE WITH THE CHORDS (SHEAR / DRAG LOADS) HAVE NOT BEEN
CONSIDERED UNLESS INDICATED ON THE DRAWINGS, AND ARE THE RESPONSIBILITY OF
THE BUILDING DESIGNER TO TRANSFER THROUGH RESISTING DIAPHRAGMS.
Solid block between trusses
for nailing of diagonal brace,
attllched to sheathing and
truss each end, lyp.
Truss spacings per designs.
(24" may)
WALII BEARING SUPPORT
SIDE VIEW
ADDITIONAL STRUCTURAL GABLE TRUSS REQUIREMENTS
7) ALL ITEMS 1-6 LISTED UNDER "REGULAR GABLE END TRUSS REQUIREMENTS" APPL
TO STRUCTURAL GABLES ALSO, PLUS THOSE LISTED BELOW.
8) WEIGHTS OF ANY MATERIALS LISTED IN #5 MUST BE ACCOUNTED FOR, EITHER IN
STANDARD DEAD LOAD PSF LOADING, OR BY ADDITIONAL LOADS. ADDITIONAL LOAD
ARE INDICATED BY "LOAD CASE #1" CHART ON THE DESIGN DRAINING.
9) STRUCTURAL WEBS AND CHORDS MUST BE BRACED IF INDICATED, AND THIS
BRACING IS SEPERATE FROM THE GABLE BRACING INTERVAL. SEE REFERENCED
STANDARD DRAWING TX01087001-001.
10) TRUSS MAY OR MAY NOT BE CONTINUOUS BEARING, AND IS APPROVED FOR THE
2X NOTCHES CUT INTO TOP CHORDS
NOTCHING FOR OUTLOOKERS IS ALLOWED ON REGULAR GABLE END TRUSSES AND
ON STRUCTURAL GABLE END TRUSSES IF NOTED ON APPROVED INDIVIDUAL DESIGNS.
SHOWN ONM. IT IS NOT INTENDED TO REPLACE OR SUPERCEDE ANY SIMILAR
® DETAIL THAT MAY HAVE BEEN PROVIDED BY THE BUILDING DESIGNER. IT IS I
THE RESPONSIBILITY OF OTHERS TO VERIFY THE ADEQUACY OF THIS DETAIL
IN RELATION TO ANY SPECIFIC PROJECT, AS TO ITS APPLICATION AND INTENT
APPLIED TO THIS OR ANY SIMILAR ISSUE. TRUSWAL SYSTEMS ASSUMES NO
RESPONS1131LITY FOR FIELD INSPECTION OR WORKMANSHIP OUAI ITY.
dT YBuilding Components Group, Inc.
7 i 4 rJ,
• � i�
.:Xf7.5213iI !z�
/ z}
DATE: 3120/2002 O
4
CD
REF:IS o
(D YI
DES: L.M. x'110'
Jul 1. �.� -1 l�-�dllii
AB • � �i� - Group, roup, Inc. 0007094001-006
Truswal Systems Division
4445 NORTHPARK DRIVE, SUITE 102
COLORADO SPRINGS, CO 80907
(800) 322-4045 FAX:(719) 598-8463
4/4/07 Users of Truswal engineering:
C00100 116ON
TX01087001-001-rev2
The TrusPlusTM engineering software -will correctly design the location
requirements for permanent continuous lateral bracing (CLB) on members for
which it is required to reduce buckling length. Sealed engineering drawings
from Truswal will show the required number and approximate locations of braces
for each member needing bracing. In general, this bracing is done by using a
1x or 2x member (attached to the top or bottom edge of the member) running
perpendicular, to the trusses and adequately designed, connected with a
minimum of (2)10d box nails, and braced to the building per the building
designer (See ANSI/TPI current version). The following are other options (when
CLB bracing is not possible or desirable) that will also satisfy bracing needs for
individual members (not building system bracing):
1. A 1x4 or 2x4 structurally graded "T" brace may be nailed flat to the
edge of the member (up to 2x6 web members only) with 10d common
or box nails at 8" o.c. if only one brace is required, or may be nailed to
both edges of the member if two braces are required. The "T" brace
must extend a minimum of 90% of the member's length. For 2x8 and
larger web members, bracing must be done per building designer, or
2. A scab (add-on) of the same size and structural grade as the member
may be nailed to one face of the member with 10d common or box
nails at 8" o.c. if only one brace is required, or may be nailed to both
faces of the member if two braces are required. A minimum of 2x6
scabs are required for any member exceeding 14'-0" in length.
Scab(s) must extend a minimum of 90% of the members length.
3. Any member requiring more than two braces must use perpendicular
bracing or a combination of scabs and "T" braces, or any other
approved method, as specified and approved by the building designer.
EXAMPLES
"T" BRACE SCA
9'I
E
L sa
L�
V
,;,Plese contact a Truswal engineer if there are any questioi
M
l CADOL Sehts and Settin9MLarryMessamer1\My DocurnenIMOld F1eslbrace-new-rev2.doc
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TRUNWAL
p00000 s y s t e rr
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4 x 4 O ' 'Toe B1ac]<-
Mitchell s Building Supply
Gridley Ca.
SALES REP .. BW
DUE DATE
DSGNR/CHKR;: BW / BW
TC Live 20.00 psf
TC Dead 14.00 psf
BC Live 0.00 psf
BC Dead 7.00 psf
Total 41.00 psf
WO# 0820308
Date : 3/21/2008 5:33
DurFac-Lbr 1.25
DurFac-Plt 1.25
O.C. Spacing : 24.0
Code : CBC -o7
#Tr/#Cfg : 21 / 2
L
Job Name: 24'x 40' Joe Black
Truss ID: T1
Qty: 19
BRG X -LOC REACT SIZE REQ'D
TC 2x4 DFL #1
Designed per ANSI/TPI 1-2002
UPLIFT REACTIONS) :
1 0- 1-12 1148 3.50 1.50"
BC 20 DFL #1
This design does not account for longterm
Support CBC Wind Non -Wind
2 23-10- 4 1148 3.50" 1.50"
WEB 2x4 DFL STANDARD
time dependent loading (creep). Bull ding
1 -121 lb
BRG REQUIREMENTS shown are based ONLY
on the truss material at each bearing
Refer to Joint QC Detail Sheet for
Designer must account for this.
2 -121 lb
MAX DEFLECTION (span) :
Maximum Rotational Tolerance used
IRC/IBC truss values are based
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
This truss is designed using the
CBC ASCE7-05
L/999 MEM 7-8 (LIVE) LC 34
L= -0.24' D= -0.13" T= -0.38"
plate on
testing and approval as required by IBC 1703
AN in
IF HANGERS ARE INDICATED ON THIS DRAWING,
-07 / Specification
Bldg Enclosed = Yes, Importance Factor = 1.00
TTfIcnC �� TnRffs:
and and are reported available
THEY ARE BASED ON 1.5" HANGER NAILS FOR
Truss Location = Not End Zone
TC �1P. (WR. / TENS. WR. 6I
documents as ER -1607 and ESR -11M.
Loaded for 10 PSF non -concurrent BCLL.
1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY
GIRDERS. IF 2.5" GUN NAILS ARE USED, THE
Hurricane Ocean Line = No Ex Cate o = C
/ 9
Bldg Length 40.00 ft Bidg ft
1-2 -2363r1.25 / 119 1.60 0.38
2-3-2061Sjj1.25 / 113 1.So 0.37
Loaded for 200 lb non -concurrent moving_BCLL
HANGERS MUST BE RE-EVALUATED (BY OTHERS).
= Width = 24.00
Mean height = 12.16 ft, 85
3-4 -2062(1.25/ 113 1.60 0.37
20 bottom chord live load NOT
PLATING BASED ON GREEN LUMBER VALUES.
roof mph
ASCE7 II Standard Occupancy Dead Load ]2.6
4-5 -2363(((((1.25 / 119 1.60 0.38
psf required
= psi
on this truss, per IBC/IRC requirements for
Designed, as Main Wind Force kesisting System
I mNP.(lk. / TEtS.((((WR.) CSI
attics with lirm ted storage.
- Low-rise and Components and Cladding
6-7 -801.603/ 2197(1.25) 0.701
Tributary Area = 48 sqft
7-8 26 1.603/ 1439((1.2533 0.65
8-9 80 1.60 / 2197 1.25 0.70
YB iP.(WR.3/ WR. C
2-7 1.25 86 1.60 0.07
-439 /
3-7 / 631 1.25 0.26
4-8 -439(1.25)% 686 1.60 0.07
12-0 0 12-0-0
1 2 3 4 5
4.00
6-6
X4.00
61 B2
V0:308 W:308
R:1148 R:1148
U:-121 U:-121
PA -9-1 PZMA
24-0-0
6 7 8 9
All connector plates are Troswal 20 ga. unless preceded by "W" for Wave 20 ga., "Ni" for NS 20 ga., "S" for SS 18 ga. from Alpine; �-
or preceded by WIX" for "M 20 ga. or "N" for 16 ga. from Trvswal, positioned per Joint Detail Reports. Circled plates and false 3/21/2008
frame plates are positioned as shown above. Shift gable stud plates to avid overlap with structural plates (or staple).
268 - Homewood T1' s
GRead all notes on this sheet and give a copy of it to the Erecting Contractor.
Cust: Mitchell's Building Supply
(CA
This desip Is for aniravidualbuilding oarparemnot truss; syuem Nnasbeen based ansperi6tmwnspovAdmbyeremnpmeamam,reamer
W0: Drive_T-0820308-L00005_300001
®
and dace in aooedanoe with the current versions of TPI end AFPA design standar. No naspousibllily is assumted for dimensional accuracy. Dimensions
are to be verl8ed by the oarpone d marudadurer andlo building dxilper pior to fabrication. The brdlding designs crust ascerafn that ttre roads
Ds g n r : BW # LC = 46 WT : 126#
TRUSWAL
Wind onftdesigmease,�edttroa�ngh. ed by thelaalb�Urecodeandthe�i�mapp6�ron. The desirassumes that the top chord
TC Live 20.00 psf
L i ver Du r L=1.25 P=1.25
is orally braced by the roof or Boor sheatt ling and the baton lard Is laterelty braced by a rigid wreathing material directly enacted, unless otherwise
TC Snow 0.00 psf
S n owDu r L=1.15 P=1.15
® SYSTEMS
noted Bracing shown is for lateral support of carpmeds nvmbe s ably to reduce wdp
dtrg lengh This oarme t shall not be paced in any
environment ftwill cam ft moisture c«aeaofthe wood toexceed 19%andlocam connector plate corrosion. FahlrEde handle irmall
TC Dead 14.00 psf
Rep Mbr Bird / Comp / Tens
andnerts brace this iin accordance with the fdlaNrg standards: 'Jolm and Cudgnrg Detail Repots' available as o W from Tnmval software,
BC Live 0.00 psf
1.15 / 1.10 / 1.10
RM Building Components Group, Inc.
�
A7rPi1'.VJAI'- Wood TnasCouncil of America saraanaDesign Pespadblliue,SULDINC3.COWONENTSAFETY INFORMATION •
BC Dead 7.00 psf
O.C.Spacing 2- 0- 0
4416 Northpark Dr. Ste. 102, Colo. Spgs., co 80807
(BCSI 1-03) and WS1 SURAARY g.EETg by WTCA and TR. The Tori Rate Institute (TPI) is located at 683 D'Qiofrlo Dive, Wbo tson,
T R U S P L U S 6.0 VER: T6.5.7
Wsoorein53719. The American Forest and Paper Amodatioro (AFFA) Is located at 11111 gin StreeL NW, Ste 800, Wastdrotiton. DC 2DMS.
Bldg Code: CBC -07
DEFL RATIO: L/240 TC: L/2
Job Name: 24'x 40' Joe Black
Truss ID: TG
Qty:
2
CRMCAL SER FORCES: TC 2x4 DFL #1
BC 2x4 DFL
Designed per ANSI/TPI 1-2002
This truss is desiggned using the
18 19
4-0-0
#1
GBL BLK 2x4 DFL STANDARD
This design does not account for long term
time dependent loading (creep). Building
CBC -07 / ASCE7-05 Specifica{ion
Bldg Enclosed = Yes, Importance Factor =
1.00
Refer to Joint QC Detail Sheet for
Maximum Rotational
Designer must account for this.
Truss Location = Not End Zone •
Tolerance used
on
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE CASES.
Hurricane/Ocean Line = No Ex Categor = C
'lean Lengthft
0012.16
testingandands approval as bydlBC 1703
IF HANGERSLAARE INDICATED ON THIS DRAWING,
Mheight0 166ft, mi = 85.00
T R U S L
and AN and are reported in available
THEY ARE BASED ON 1.5" HANGER NAILS FOR
ASCE? II Standard Occupancy DeadLoad =
12.6 psf
documents as ER -1607 and ESR -M8.
1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY
Designed, as Main Wind Force kesisting System
Loaded for 10 PSF non -concurrent BCLL.
GIRDERS. IF 2.5" GUN NAILS ARE USED, THE
- Low-rise and Components and Cladding
noted. Bracing shown is for lateral support of components members only to reduce buddbm g length. This co poneshag m not be placed in a
enwonment that vAll cause the moisture coment of the wood to exceed 19% andlor muse connector plate corrosion. Fabricate, handle, Install
Loaded for 200 lb non -concurrent moving BCLL
PLATING BASED ON GREEN
HANGERS MUST BE RE-EVALUATED (BY OTHERS).
Tributary Area = 48 sgft
LUMBER VALUES.
20 bottom chord live load NOT required
May use adequate staples for gable blocks.
BUILDING DESIGNER MUST VERIFY GABLE LOADS!
0.00 psf
1.15 / 1.10 / 1.10
psf
on this truss, IBC/IRC requirements for
[tj bracing required 0 50" intervals,
BC Dead
7.00 psf
per
attics with limited storage.
gable
1 exposed to wind Toad applied to _face.
(8CSI 1-03) and SCSI SUMMARY SHEETS by WTrA and TPI. The Truss Plate Institute (iP0 Is located at 593 D'Onotdo Drive, Madison
1
4.1
,3
2
0-3-13
4-0-0I �C4 C4
d�
4.00
12-0-0 1 12-0-0 I
1 2 3 4 5 6 78 9 1011 12 13 14 15 16 17
4.00 4.00
3.5-4
2FL02F
All connector plates are Troswal 20 Be. unless preceded by "N" for Nave 20 ga., "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine;
or preceded by "MX" for TMA' 20 ga. or "N" for 16 ga. from Truswal, positioned per Joint Detail Reports. Circled plates and false
frame plates are wn positioned as sham above. Shift gable stud plates to avoid overlap with structural plates (or staple).
:2&I
268 - HomewoodT�1. 55
C J
24-0-0
gust: Mitchell's Building Supply
18 19
4-0-0
20 21 22 23 24?5
2627 28 29 30 31 32o
N
33 q
N
TYPICAL PLATE:
1.5-3
OVER CONTINUOUS SUPPORT
t
4-11-11
1SHIP
2
0-3-13
All connector plates are Troswal 20 Be. unless preceded by "N" for Nave 20 ga., "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine;
or preceded by "MX" for TMA' 20 ga. or "N" for 16 ga. from Truswal, positioned per Joint Detail Reports. Circled plates and false
frame plates are wn positioned as sham above. Shift gable stud plates to avoid overlap with structural plates (or staple).
3/21 /2008
268 - HomewoodT�1. 55
C J
GRead all notes on this sheet and give a copy of it to the Erecting Contractor,
gust: Mitchell's Building Supply
This design is for an Individual driMirg component not trios system tt lois been be on specifications plmided by the component manufacturer
W0: Dri ve_T_0820308_L00005)
00001
®
and done In accordance with the current versions of TPI and AFPA design standards No responsibility is assumed for dimensional accuracy. Dimerarors
Dsgn BW
#LC 46 WT: 158#
are m be verified by the certponem manufacturer or wilding designer pd. to fabrication. The wilding der mat ascenain 0111 the roads
r :
=
T R U S L
utilized on this design meet or ehxeed the loading imposed by the local wilding code and the particular application. The design assumes that the top chord
TC Live
20.00 psf
Li r
Du L=1.2 5 P=1.2 S
WA
h laterally braced by the roof or floor sheathing and the bottom Chord Is laterally braced by a rigid sheathing material direly attached, unless otherwise
TC $nOW
0.00 psf
ow
SnDu r L=1.15 P=1.15
® SYSTEMS
noted. Bracing shown is for lateral support of components members only to reduce buddbm g length. This co poneshag m not be placed in a
enwonment that vAll cause the moisture coment of the wood to exceed 19% andlor muse connector plate corrosion. Fabricate, handle, Install
TC Dead
14.00 psf
Rep Mbr Bnd / Comp / Tens
and brain thistruss in accentance with the following standarft Joint and C ming Detail Reports' evallabie as output from Traswal software,
BC Live
0.00 psf
1.15 / 1.10 / 1.10
/!DilPBuildingComponentsGroup,Inc.
AriStrtPll,oral'•WoodTnasCouncilofAmericaStandardDesignResponsibilities,13UILDINGCONIONEMTSAFETYINFORMAT101J.
BC Dead
7.00 psf
O.C.Spacing 2- 0- 0
4445 Northpark Or. Ste. 102, Colo. Spgs., CO 80907
(8CSI 1-03) and SCSI SUMMARY SHEETS by WTrA and TPI. The Truss Plate Institute (iP0 Is located at 593 D'Onotdo Drive, Madison
TRUSPLUS 6.0 VER: T6.5.7
VM=nsin53719. The Ainerican Forest and Paper Association (AFPA) Is located at 1111 Ift Streed, NW, Sta 800, Washington, CC 20038.
Bldg Code:
CBC -07
DEFL RATIO: L/240 TC: L/24
o!
NI
Roof 1 ina 3D Lay
D
Io
�oo0ooa S y s t e n
0
N
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PROVED
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LAI -4 x 4 O Jae
B1acJc
DUE DATB
DscrrayCxxR
SW / air
Mitchell ' s Building Supply
Grid 1 ey C8 .
_
TC Live
20-00 psf
TC Dead
14.00 psf
Dc Live
0.00 ps£
r
4[C
BC Dead
Total
7.00 ps£
41.00 psf
jL
Roof 1 ina 3D Lay
D
Io
�oo0ooa S y s t e n
0
N
BUTTE COUN t f
Iry-v
PROVED
SALES REP : BW I NOP . 0820308
LAI -4 x 4 O Jae
B1acJc
DUE DATB
DscrrayCxxR
SW / air
Mitchell ' s Building Supply
Grid 1 ey C8 .
_
TC Live
20-00 psf
TC Dead
14.00 psf
Dc Live
0.00 ps£
r
4[C
BC Dead
Total
7.00 ps£
41.00 psf
�- v
Date : 3/21/200B S:3
DurPac-LDc-: 1.25
DurPac-DJt I1.a5
D.C. Spacing 24.0
Code : CHC -07
HTr/IfCfg 121 / 2
w
Roof l ine 3D Lay
o
D70 W
T RUSAL
N
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-FV-V
ZX a t.�EO.{AjTj; aCA wNex q'' @� y oa
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Mitchell's Building Supply
Gridley Ca.
SALES REP BW
DUE DATE
DSOt7R/CHXR SW / BW
TC Live 20.00 pef
-TC Dead 14.00 PSE
BC Live 0.00 pS£
BC Dead 7.00 PSE
Total 41.00 psf
I
N
WON Oa2030S
Date : 3/21/2009 5:3
DurPac-LDr 1-25
DurPac-plt1.25
D.C. Spacing 24.0
Code : CBC _D
HTr/ucrg , 21 / 2
,
E
E
i
ink
9
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o
D70 W
T RUSAL
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4 x 4 0 1 Joc! 131acJz-
Mitchell's Building Supply
Gridley Ca.
SALES REP BW
DUE DATE
DSOt7R/CHXR SW / BW
TC Live 20.00 pef
-TC Dead 14.00 PSE
BC Live 0.00 pS£
BC Dead 7.00 PSE
Total 41.00 psf
I
N
WON Oa2030S
Date : 3/21/2009 5:3
DurPac-LDr 1-25
DurPac-plt1.25
D.C. Spacing 24.0
Code : CBC _D
HTr/ucrg , 21 / 2
O LOOMIS OFFICE 0MARYS`VILLE PLANT
3243 Rippey Road 5033 Feather River Blvd.
no WV0 Loomis, CA 95650 Marysviille, CA 95901
ArRuss Phone: (916) 652-4655 Phone: (530) 743-8855
Fax: (916) 652-3860 Fax: (530) 743-8856
m
'truss Design Subittal
Designed By: Date: Technical Representative:
Bryan Wagner December 21, 2007 Bryan Wagner
* All enclosed drawings are in alpha -numerical order *
Client Pro'ect ,off
Mitchell's Building Supply24'X40°�
CO
Office Phone: Site Phone:
Office Fax: Site Contact:
Plan/Elevation: Floor Components: O O Original Submittal Ls
WT--t
-�
Roof Compoments: 0 Complete Revision
0 Partial Revision: Replaces individual drawings
BUTTE
Work Order # COUNTY 0021207 0 Addition: Add to Original Submittal
DEVELOPMENT
P.g� SERVICES
IS(
JO[,
Optional vent
3.4
opening per 141.
design drawing.
3-4
C GENERAL GABLE DETAILS FOR WIND LOAD BRACING
Pilch per design
4 drawing.
C=.r.4 R= i'.4
Connector plates shown are for example only. See actual truss design forrequired plate sizes and orientation.
Structural gable trusses will generally have diagonal and vertical members other that those shown above.
Adequate staples or toe -nails may be used, and should be us ad to avoid any overlap with primary structural
_ _ orales Gable trussis continuous bearing except as may be noted on individual design drawing
s.
END (FACE) VIEW
Max 12" eave
unless noted on
drawing.
Gable End Truss
Brace Interval as
speclned on the
approved engnlneering
drawing or standard'
)L slrongback
detail or chart,
(whaler) brace along back
�\
(ace of gable, braced with
\\2-6
* or - 45 degree diagonal
2x (typ.) braced to roof
sheathing as shown.
DWG# C 002065035
+ _ Indicates stud members that require bracing)
1) ALL GABLE BRACING DESIGN AND CONNECTION REQUIREMENTS ARE THE
RESPONSIBILITY OF THE BUILDING DESIGNER, PER THE LATEST VERSION OF ANSI/TPI
REFERENCED BY THE MODEL BUILDING CODES.
2) TRUSWAL SYSTEMS APPROVED ENGINEERING DESIGN DRAWINGS WILL INDICATE ANY
NEED FOR WIND BRACING, AND THE REQUIRED BRACE INTERVAL LENGTH AS DESCRIBED
ABOVE. THE BRACE INTERVAL ON THE DRAWING 1S BASED ON THE LOADING AND WIND
SPEED INDICATED ON THAT DRAWING ONLY, AND THAT BRACING IS REQUIRED TO PREVENT
THE GABLE STUDS FROM BUCKLING DUE TO WIND PRESSURE ACTING ON THE FACE OF THE
GABLE TRUSS AND AXIAL STRESSES CAUSED BY THE INDICATED APPLIED VERTICAL
LOADS. LOADS ACCOUNT FOR 12" EAVE MAX. UNLESS NOTED OTHERWISE.
3) IF THE GABLE TRUSS IS INTERIOR TO THE STRUCTURE AND THEREFORE IS NOT EXPOSED
TO WIND LOAD APPLIED TO THE FACE OF THE TRUSS, THE BRACE SPACING INTERVAL MAY
BE THE L/D LIMIT OF 50 FOR COMPRESSION MEMBERS AND USE 80% OF THE LENGTH (i.e.
FOR 2X LUMBER, THE MAX. BRACE INTERVAL MAY BE V-9").
4) IT IS ASSUMED THAT THE GABLE TRUSS RESTS ON A CONTINUOUS BEARING WALL
EXCEPT AS MAY BE NOTED ON THE INDIVIDUAL APPROVED TRUSS DESIGN.
5) SHEATHING OF PLYWOOD, OSB, WOOD BOARD SIDING, HARDBOARD SIDING, SHEETROCK,
STUCCO, WAFERBOARD OR OTHER MATERIAL MAY BE PLACED ON ONE OR BOTH FACES OF
A REGULAR (NON-STRUCTURAL) GABLE END.
6) LATERAL LOADS IN LINE WITH THE CHORDS (SIAEAR / DRAG LOADS) HAVE NOT BEEN
CONSIDERED UNLESS INDICATED ON THE DRAWINGS, AND ARE THE RESPONSIBILITY OF
THE BUILDING DESIGNER TO TRANSFER THROUGH RESISTING DIAPHRAGMS.
Solid olock between trusses
for nailing of diagonal brace,
attached to sheathing and
truss each end. No.
Truss spacings per designs.
(24" max)
WALU BILARING SUPPORT
SIDE. VIEW.
7) ALL ITEMS 1-6 LISTED UNDER "REGULAR GABLE END TRUSS REQUIREMENTS" APPL
TO STRUCTURAL GABLES ALSO, PLUS THOSE LISTED BELOW.
8) WEIGHTS OF ANY MATERIALS LISTED IN #5 MUST BE ACCOUNTED FOR, EITHER IN
STANDARD DEAD LOAD PSF LOADING, OR BY ADDITIONAL LOADS. ADDITIONAL LOAD
ARE INDICATED BY "LOAD CASE #1" CHART ON THE DESIGN DRAWING.
9) STRUCTURAL WEBS AND CHORDS MUST BE BRACED IF INDICATED, AND THIS
BRACING IS SEPERATE FROM THE GABLE BRACING INTERVAL. SEE: REFERENCED
STANDARD DRAWING TX01087001-001.
10) TRUSS MAY OR MAY NOT BE CONTINUOUS BEARING, AND IS APPROVED FOR THE
NOTCHING FOR OUTLOOKERS IS ALLOWED ON REGULAR GABLE END TRUSSES AND
ON STRUCTURAL GABLE END TRUSSES IF NOTED ON APPROVED INDIVIDUAL DESIGNS.
—.I11111\ iMbk.— SHOWN ONLY. IT IS NOT INTENDED TO REPLACE OR SUPERCEDE ANY SIMILAR
® DETAIL THAT MAY HAVE BEEN PROVIDED BY THE BUILDING DESIGNER. IT IS I
THE RESPONSIBILITY OF OTHERS TO VERIFY THE ADEQUACY OF THIS DETAIL
cwt �R IN RELATION TO ANY SPECIFIC PROJECT, AS TO ITS APPLICATION AND INTENT
APPLIED TO THIS OR ANY SIMILAR ISSUE TRUSWAL SYSTEMS ASSUMES NO I
ITWI Building Components Group, Inc.
yl
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oier fi+ 2Tt
l -
aE: 3/20t2002
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/ RE F: GEM p
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CI V' � +���r DES: L.M. j
CAU r U o
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_ C007094001-1006
�'�t!�/Bui''lding +Comp.onents Group, inc..
Truswal Systems Division
4445 NORTHPARK DRIVE, SUITE 102
COLORADO SPRINGS, CO 80907
(800) 322-4045 FAX:(719) 598-8463
C00100316ON
4/4107 Users of Truswal engineering:
TX01087001-001-rev2
The TrusPlusTm engineering software - will correctly design the location
requirements for permanent continuous lateral bracing (CLB) on members for
which it is required to reduce buckling length. Sealed engineering drawings
from Truswal will show the required number and approximate locations of braces
for each member needing bracing. In'general, this bracing is done by using a
1x or 2x member (attached to the top or bottom edge of the member) running
perpendicular to the trusses and adequately designed, connected with a
minimum of (2)10d box nails, and braced to the building per the building
designer (See ANSI/TPI current version). The following are other options (when
CLB bracing is not possible or desirable) that will also satisfy bracing needs for
individual mernbers (not building system bracing):
1. A 1x4 or 2x4 structurally graded "T" brace may be nailed flat to the
edge of the member (up to 2x6 web members only) with 10d common
or box nails at 8" o.c. if only one brace is required, or may be nailed to
both edges of the member if two braces are required. The "T" brace
must extend a minimum of 90% of the member's length. For 2x8 and
larger web members, bracing must be done per building designer, or
2. A scab (add-on) of the same size and structural grade as the member
may be nailed to one face of the member with 10d common or box
nails at 8" o.c. if only one brace is required, or may be nailed to both
faces of the member if two braces are required. A minimum of 2x6
scabs are required for any member exceeding 14'-0" in length.
Scab(s) must extend a minimum of 90% of the members length.
3. Any member requiring more than two braces must use perpendicular
bracing or a combination of scabs and "T" braces, or any other
approved method, as specified and approved by the building designer.
EXAMPLES
90% L 90% L
Please contact a Truswal engineer if there are any questio
CADoaments and SettingMLanyMessamerllMy DocunnenIMOtd Reslbrace-new-rev2.doc
2.
30-0
0
v
N
L
30-0
Roof line 3D Lay
ILII IIf71I IIf1II Ij'��; 111-111 III'III IIf1II
au ' x 30 ' & 24 ' x40 ' Gary Borj as
Mitchell's BL111C11riCJ Supply
1340 Peterson Estates Dr.
SALES REP BW
DUE DATE
DSGNR/CHKR .: BW / BW
WO# 0021207
Date 12/20/2007. 11:41
_
TC Live 16.00 paf
DurFac-Lbr 1.25
UII II�,IIII1II II
TC Dead 14.00 psf
DurFac-Plt : 1.25
Durham Ca.
BC Live 0.00 psf
O.C. Spacing 24.6
S Y S E� Ly'� LL
BC Dead 7.00 pSf
Code : CBC -01
#Tr/#Cfg 37 / 0
Total 37.00 psf
Job Name: 24'x 30'& 24'x4O'Gary Boras
Truss ID: T1A
Qty: 14
Cust: Mitchell's Building supply
BRG X -LOC REACT SIZE REQ'D
TC 2x4 DFL #1
Plating spec - ANSI/TPI - 1995
This design based on chord bracing applied
and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dime clonal aomacy. Dimensions
1 0- 1-12 1236 3.50" 1.50"
2 23-10- 4 1236 3.50" 1.50"
BC 2x4 DFL #1 & Btr.
THIS DESIGN IS THE COMPOSITE RESULT OF
per the following schedule:
TRUSWAL
BRG REQUIREMENTS shown are based ONLY
WEB 2x4 DFL STANDARD
PLATE VALUES PER ICBG RESEARCH REPORT #1607.
MULTIPLE LOAD CASES.
IF HANGERS ARE INDICATED ON THIS DRAWING,
max O.C. from to
TC 43.00" 9- 0-15 14- 0- 0
Is lateralty braced bythe motor floor sheathing and the bottom dpd is laterally braced M a ngd sheathing material dredly attached, unless otherwise
on the truss material at each bearing
MAX -DEFLECTION (s an) :
Loaded for 10 PSF non -concurrent BCLL.
THEY ARE BASED ON 1.5" HANGER NAILS FOR
UPLIFT REACTION(S) '
TC Dead 14.00 psf
L/516 MEM 8-9 (LIVE) LC 1
Drainage must be provided to avoid ponding.
bracing
1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY
Support 1 -177 lb
1.00 / 1.00 / 1.00
L- -0.55' D= -0.21" T= -0.76"
Permanent is required (by others) to
SSee BCSI
GIRDERS. IF 2.5" GUN NAILS ARE USED, THE
Support 2 -177 lb
4445 Northpark Dr. Ste. 102, Colo. Spgs., CO 90907
CRITICAL MEMBER FORCES:
prevent rotation/toppling. 1-03
and ANSI/TPI 1.
HANGERS MUST BE RE-EVALUATED (BY OTHERS).
Continuous lateral bracing to flat
This truss is designed using the,
9 9
CBC Code.
Kisoeralnss719. TheAmedeanForeuedPaperwssoeaim(AFPa)ISWcazedm11111gNSuea,NW,SteeOo,wasNgon DC2oIXse.
TC CaaP.((DIR. / TENS.(((((g1R.)))))) CSI
1-2 -28111.25)/ 3111.60) 0.43
PLATING BASED ON GREEN LUMBER VALUES.
attached
TC as indicated. Lumber must be structural
-01
Bldg Enclosed =Yes, Importance Factor = 1.00
2-3 -2693 1.25 / 317 1.605(] 0.35
grade. Brace @ 24" o.c. unless noted.
Truss Location = Not End Zone
3-4 -2143 1.25 / 296 1.60 1.00
4-S -2696 1.25 / 318 1.60 0.35g
Hurricane/Ocean line = No EX Cate or C
Bldg Length 30.00 ft Bidg •dth 4.00 ft
5-6 -2813 1.zs / 3u 1.60 0.43
= -
Mean roof height = 12.16 ft, mph 75
BC. DDR. / TENS. DUR. CSI
7-6 OW. 1.60 / z612 1.2s 0.89
CBC Standard Occupancy, Dead Load 12.6 psf
LOADS
8-9 -192 1.60 / z143 1.2S 0.88
9-10 -las 1.60 / 2613 1.2s 0.90
1.21,11t
----------LOAD CASE # DESIGN ----------------
Dir L.Plf L.Loc R.Plf R.Loc
LL/TL
wa O-24 WR. / TENS. CSI
TC Vert 74.00 - 2- 0- 0 74.00 0- 0- 0
TC Vert 60.00 0- 0- 0 6(1.00 24- 0- 0
0.43
0.53
2-8 -180 1.25 / 98 1.60 0.03
3-B 23 1.60 / 675 1.25 0.27
TC Vert 74.00 24- 0- 0 74.00 26- 0- 0
BC Vert 14.00 0- 0- 0 14.00 7- 0- 0
0.43
0.00
4-9 -23 1.fi0 / 67s l.zs 0.27
5-9 -178 1.25 / 99 1.60 0.03
BC Vert 54.00 7- 0- 0 54.00 17- 0- 0
0.74
BC Vert 14.00 17- 0- 0 14.00 24- 0- 0
0.00
Type... lbs X.Loc LL/TL
TC Vert 0.0 0- 1-12 1.00
TC -Vert 0.0 23-10- 4 1.00
12-0-0 i 12-0-0
1 2 3 4 5 6
4.00 i4� 0� 4.00
t
4-11-11
SHIP
= 11
0-3-13
61 B2
VV:308 W:308
13:1236 R:1236
U:-177 U:-177
2a -o -o
7 8 9 10
�r
27 rn
June 30, 2009
CIVIL
Ttuswal gystems Plates are 20 a, unless shown bv "18"(18 ga. , "H"(6 Re.), or "MX"(TWMX 20 ger) positioned per Joint Details Report 1212012007
Circled plates and false frame prates are positlonaE as shown atove. �hiR gable stud plates to avo}d over with structural plates ter staple).
268 - HomewoodT�rA� s
WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor.
Cust: Mitchell's Building supply
C
This design Is for anInmwlualdmmngcomponemnot tn�system 0has been basinonspede�ronstxrn(dedbyme mamdatrfsa
W0: Drive_T_0021207_L00005._J00001
®
and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dime clonal aomacy. Dimensions
are to be vedded by Nw
e nponadrer d manNacturer arbuilding designer prior to fabrication The Wiffi g desgrha mat esceNal laln the loads
Ds g n r : BW # L.0 = 16 WT : 12 7#
TRUSWAL
wbmdmMdes�meet ore>semNUnposed that mNetopawrd
TC Live 16.00 psf
LiveDur L=1.25 P=1.25
Is lateralty braced bythe motor floor sheathing and the bottom dpd is laterally braced M a ngd sheathing material dredly attached, unless otherwise
TC Snow 0.00 psf
S nowD u r L=1.15 P=1.15
® SYSTEMS
noted. Bracing sham Is for tate al wppon of components members dray to reduce h,adug Iergh This oar portent shag not be placed in any
environncmNatWilCasethemols(uremmaaofNewoodtoaceed19%anNorcamconnectorplatecorrosion. Fabricate. handle. Install
TC Dead 14.00 psf
Resp Mbr Bnd / Comp / Tens
and brace this truss m accordance vaN the following standards:'Joid and taming Detail Reports' available as output from Trus al software,
BC Live 0.00 psf
1.00 / 1.00 / 1.00
IM Building Components Group, Inc.
'ANSVMp,yyrcAp-vbodTruss camalofAmerica Standard Design Responsibilities, SULDINCCOWONENrsAFMINFOF 'TION-
BC Dead 7.00 psf
O.C.Spacing 2- 0- 0
4445 Northpark Dr. Ste. 102, Colo. Spgs., CO 90907
(DCSI 1-05) and TCSI SIR+WRY SHEETS by WrrA end TPI. The Teas Plate Institute (TPI) h located at 583 D'Onohio Drive, Madison,
TRUSPLUS 6.0 VER: T6.5.41
Kisoeralnss719. TheAmedeanForeuedPaperwssoeaim(AFPa)ISWcazedm11111gNSuea,NW,SteeOo,wasNgon DC2oIXse.
Bldg Code: CBC -01
OF:FL RATIO: L/240 TC: L/2
Job Name: 24'x 30'& 24' x40' Gary Borjas
OkIiICAt.MEMBER FORCES: TC Zx4 DFL #1
BC 2x4 DFL #1
GBL BLK 2x4 DFL STANDARD
PLATE VALUES PER ICBO RESEARCH REPORT #1607
Loaded for 10 PSF non -concurrent BCLL.
May use adequate staples for gable blocks.
BUILDING DESIGNER MUST VERIFY GABLE LOADS!
I+ gable bracing required @ 58" intervals,
I
exposed to vend load applied to face.
See "General Gable Details', C002065035.
Truss ID: TG
Plating spec ' ANSI/TPI - 199S
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
IF HANGERS ARE INDICATED ON THIS DRAWING,
THEY ARE BASED ON 1.5" RANGER NAILS FOR
1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY
GIRDERS. IF 2.5" GUN NAILS ARE USED, THE
HANGERS MUST BE RE-EVALUATED (BY OTHERS).
PLATING BASED ON GREEN LUMBER VALUES.
4 -D -D f 91 9 C,
12-0-0 _ 12-0-0
1 2 3 4 5 6 789 1011 12 13 14 15 16 17
4.00 4.00
3-4
2
This truss is designed using the
CBC -01 Code.
Bldg Enclosed = Yes, Importance Factor = 1.00
Truss Location = Not End Zone
Hurricane/Ocean Line = No l:xp Category = C
Bldg Length = 30.00 ft, Bidt) Width = 24.00 ft
Mean roof height = 12.16 ft; mph = 75
CBC Standard Occupancy, Dead Load = 12.6 psf
24-0-0
f�18 19 20 21 22 23424359
4-0-0 2627Q28o29030431Q32oo 333 4
1�t
TYPICAL PLATE: 1.5-3 OVER CONTINUOUS SUPPORT
Truswal Systems Plates are 20 a. unless shown by 18"118 ppa. , "H"�
Circled plates and false frame plates are positioned as show li a�ove.
12/20/2007
268 - HomewoodTruss
® C
WAR Read all notes on this sheet and give a copy of it to the Erecting Contractor.
This design is for an Indniduai building component not truss system It has been based on specifications provided by the component manufacturer
ity is assumed for dimensional accuracy. Dimensions
and done In accordance with the current versions of TPI and AFPA design standards, No resparribam
are to be verified by the component manufacturer altar building designer prior to fabrication. The building designer must ascertain that the loads
uhln7ed on this design meet or exceed the loading imposed by the 1=1 building code and the particular application. The design assumes that the top chord
Cust: Mitchell's Building Supply
WO: Dri ve_T_0021207_L00005_100001
Dsgn r : BW #LC = 16 Wr: 158#
TC Live 16.00 psf
Li veDu r L=1.25 P=1.25
T R l J S W A L
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Snow 0.00 psf
SnowDu r L=1.15 P=1.15
noted. 11, shown is for lateral support of components members only to reduce buciding length. This component shall not be placed in any
TC Dead 14.00 psf
Rep Mbr Br id / Comp / Tens
® SYSTEMS
environment that wilt cause the moisture content of the wood to exceed 19%andlor cause connector plate corrosion. Fabricate, handle, install
BC Live 0.00 psf
1.15 / 1.00 / 1.00
and brace Nis cuss In accordance with the following stardards:'Joim and Culting Detail Reports' available as output from Tmswal software,
truss
BC Dead 7.00
O. C. Spaei ng 2- 0- 0
87W Building Components Group, Inc.
'ANSVfPl r. V- Wood Tmss Council of America Standard Design Responsibilities. BUILDING COMPONENT SAFETY INFORMATtOM •
psf
4445 Northpark Or. Ste. 107, Coto. Spgs., CO 80907
TRUSPLUS 6.0 VER: T6.5.4 IWsconsin
(BCSI 1-03) and'BCSI SUMMARY SHEETS by WfCA and TPI. The Truss Plate institute (TPI) is located at 593 D'Onofrio Drive. Madison,
53719. The American Forest and Paper Association (AFPA) is located at I I I 1 1 gin Street. NN. Ste SOO. Washington. DC 20036.
Bldg Code: CBC -01
IDEFL RATIO: L/240 TC: L/241
Certificate 054074
THIS IS TO CERTIFY that the glued laminated timber products identified with a collective mark of
Engineered Wood Systems (EWS) were manufactured in accordance with the applicable standards
and associated specifications indicated below:.
ANSI Standard A190.1-1992, For Wood Products — Structural Glued
Laminated Timber
NER-486 Glued Laminated Timber Combinations And "GAP" .
Computer Program For Determining Design Stresses
AITC 117-93 -- Manufacturing -- Standard Specificaftns For Structural
Glued Laminated Timber Of Softwood Species
IT IS HEREBY CERTIFIED that the APA EWS trademarked structural glued laminated timber members
were produced in a manufacturing facility subject to regular audits in accordance with the Engineered
Wood Systems (EWS) Quality Assurance Program- Routine audits include inspection of the
manufacturing process and evaluation of the in -plant. QA program with adequate sampling to verify
conformance to industry standards for lumber grade and glueline bond quality.
C�J
by
Thomas G. Williamson
Executive Vice President
ENGINE RED WOOD SYSTEMS is a related corporation of APA -- THE ENGINEERED WOOD ASSOCIATION
7011 South 19th Street - P.O. Box 11700 -Tacoma, WA 98411.0700
Telephone: (253) 585-8900 - Fax Number: (233) 555-7255
TO' -:lc1H,-I ONi SGOOM N8=3M T098PG8069T 6s:80 900Z/80/60
N
PERMIT NO. 4090-76B,E `{
PERMIT EXPIRES
OWNER Roy Christianson
�CONTR. owner
LOCATION (A.P. 22-24-127
NIS Justeson Ave., 400'W.of Kofford, Gridley
0
• A�f
I
5;
wf
,
y
a
.
Temp. Power Pole
Called PG&E
Temp. Elea Serv.
�• Called PG&E
Temp. Gas Serv.
r
Called PG&E
JOB
FINALED j 9
j
(Date)
(Si nature)
COUNTY OF BUTTE — DE.PARTMENT OF PUBLIC WORKS '
BUILDING INSPECTION RECORD
BUILDING BUILDING (Cont'd) PLUMBING
Setback
Firewall
Soil Piping
Forms
Parapets
1st Floor
Main Bldg.
J.
Restroom Finish
2nd Floor
Footings
Windows
3rd Floor
Stemwall
`
Siding
To out
• Slab 7
Roof Sheathing •
Water Piping
f Piers
Roofing
Sewer
Garage
Fdn. Vents y
Fixtures
Footings
Stemwall
Garage Vents
Insulation
Water Htr.
Heaters
Slab
Carport
Footings
handicar pehysically /
dde of ex. /
Conformance
structure
Appliances
Gas Piping & Test
Tem . Gas
Slab
Final
Sanitation
Patio
-FIREPLACE
Final
Footings
Footing \
j, ELECTRICAL
Masonry Walls
Throat
_
Rou h
Reinf. Steel
Final
Fixtures v
Bond Beam
FIRE SP INKLERS
Motors
Framing Z Z�
l
Test
Water Htr. Q
Stucco
Final 7
Subpanels
Mesh
MECHANICAL
Grd. Fault Prot.
Scratch
Heating
Service
Brown
Cooling
Temp. Pole
Finish /
Ducts
Under round j
Interior Lath ��
Ventilation
Permane t
Door Closer
Final
Final
DATE _REMARKS OR COR ECTIONS
106,
I
(NOTE: An entry must be made on this form.each time you visit the job site.)
I,
COUNTY OF BUTTE — Q,EPARTMENT OF PUBLIC WORKS
7 County Center Drive" OrQville, California 95965
t h Telephone: 534-4541
APPLICATION AND PERMIT j
•..r......v.....,v...a I— v.,U, y vi Butte lu ether upon the
above-mentioned property for inspection purposes.
X�` Date o
�+
ignoture of Perm tee or Agent
Receipt No.
White-D.P.W. — Yellow'Assessor — Pink -Inspector — Goldenrod -Applicant
This permit is hereby issued under the applicable provisions of
the Butte County Code and/or resolutions to do work indicated
above for which fees have bee aid.
DIRECTOR UBLIC WORKS
BY Date_ 7- 2�
uiIding permit expires Date 7'�3 �77
BUILDING
Owner ��� S ���
SQ. FT. OCC. BUILDING VALUATION
Mailing Address R �K,
Ione o�
(�
Fireplace
Contractor
Total Valuation Q Z
Mailing Address
Permit Fee
Plan Checking Fee &/or Penalty
Telephone No.
Permit Fee
m
Building Address OF7PLUMBING
No.1 @ FEE
PERMIT FILING FEE J$3.00
DO , &J d F OFFORd
Each Trap 1.50
Repair drainage or vent piping 1.50
Water piping 1.50
Each gas water heater or vent 1.50
ryGas
A. P. No. — .4, 1.— 12-..-7
Zoning a Planning
piping system 1 - 5 outlets 1.50
Each additional outlet .30
Fees
C. Sa I n
Fire Dept.
Fire Zone
Use Permit
Building sewer 5.00
EQA
PPlans Declaratio/nP
reel �ap
60' R/W
Improve nts
Lawn sprinkler system 2.00
Bldg. Plans Recd
'TTarcel Approval
Plans Approval
Permit Fee ,$
NEW ADDITION ❑ UTILITIES ❑ OTHER ❑
ELECTRICAL No. @ FEE
PERMIT FILING FEE $3.00
Main service 100 AMP ORV OR LESS5.00
Main service EA. ADD'L too AMP 2.50
Single Family ❑ Duplex ❑ Mobil Home ❑ Others
OVR 600V
Main service 100E
EAMP OR LESS 125.00
Main service EA. ADD'L loo AMP 1.00
2;° II
VA—� �9 1 O L1/ i , 1_
`l V �T�+ V l7
NEW CONST. DWELLING O U
OR ADDNS. ( ACC. BLDGS. ) 20sgftNEW S
r
'
NON -REBID R l MULTI
BRANCH CIRCUITS) 2.50ea
NEW CONSTR POWER APPARATUS &
NON ESI D. (SINGLE OUTLET CIR.
CONTRACTORS LICENSE LAW
I am licensed under the provisions of Chapter 9, Div. 3, of the
State of California Business & Professions Code under the name
style of:
Ex. Occup(OUTLETS OR FIXTURES) BA255
04
Ex. Occup. (ourLETSFIXED A PIRESID.)REA) 2.00
Temporary service 10.00
Mobile Home Facilities 15.00
License No. Classification
Misc. Wiring 6.25
I am exempt from the Contractors License Laws of the State of California.
Permit Fee $
7- 13S'
WORKMEN'S COMPENSATION INSURANCE
1 am aware of the provisions of Section3700 of the California Labor
Code which requires every employer to be insured against liability
for Workmen's Compensation.
❑ I have placed on file with the County of Butte a certificate of
Workmen's Compensation Insurance.
Xcertify that in the performance of the work for which this
ermit is issued I shall not employ any person in any manner
so as to become subject to the Workmen's Compensation Laws of
California.
MECHANICAL No. @ FEEPERMIT
FILING FEE $3.00
Heating
Cooling
Ventilation
Hood 1 2.00
Permit Fee $
$
1 certify that I have read this application and state that the above
information is correct. I agree to comply to all County Ordinances
and State Laws relating to building construction, and hereby
authorize —rcoon tat; ..� ♦t... n,...'..... _s n...._ .- _-`-- _-- _ .•
authorize
TOTAL PERMIT FEE
$ 3�
•..r......v.....,v...a I— v.,U, y vi Butte lu ether upon the
above-mentioned property for inspection purposes.
X�` Date o
�+
ignoture of Perm tee or Agent
Receipt No.
White-D.P.W. — Yellow'Assessor — Pink -Inspector — Goldenrod -Applicant
This permit is hereby issued under the applicable provisions of
the Butte County Code and/or resolutions to do work indicated
above for which fees have bee aid.
DIRECTOR UBLIC WORKS
BY Date_ 7- 2�
uiIding permit expires Date 7'�3 �77
t
PERMIT NO. 3723-74B,P,E._M
P
E
M
;MH UTIL
aPERMIT NO.
PERMIT EXPIRES
,PWNER Roy Christi nson
a
,v
aCONTR. esse Merle T. i ghty, rhi cin
fi.
,'LOCATION (A.P. 22-24-127 )
n/s of Justeson Ave., 400' W. of Kofford
Gridley
r
ti
Y
{
Temp. Power Pole
f Called PG&E
Temp. Elec. Serv. Z/ t
Called PG&E
Temp. Gas Serv.
a Called PG&E
JOB
I� FINALED
(Date)
(Signatur )
COUNTY OF BUTTE — DEPART'MERIT OF PUBLIC WORKS,
BUILDING INSPECTION RECORD
BUILDING BUILDING (ConVd)
PLUMBING
Setback
Firewall
Soil Piping
Forms�11�Parapets
1st Floor
Main Bldg.
Restroom Finish
2nd Floor
Footings
Windows
3rd Floor
Stemwall
Sldin
To out
Slab
Roof Sheathing
Water Pi in
Piers
Roofing
Sewer
Garage
Fdn. Vents
Fixtures
Footings
L Garage Vents
Water Htr.
Stemwal
Slab
Prov. for physically
handicapped
Heaters
Appliances
Carport
Footings
Conformance of ex.
structure oe
Gas Piping & Test
Temp. Gas
Slab
Fina v7
Sanitation
Patio
FIREPLACE
Final
Footings
Footin �- '
ELECT ICAL
Masonry Walls
Throat
Rough
Reinf. Steel
Final
Fixtures
Bond BeaN
FIRE SPRINKLERS
Motors
Framing,'Test
Water. Htr.
Stucco
Final
Subpanels
Mesh
z MECHANICAL
Grd. Fault Prot.
Scratch
Heatin
Service77
Brown
Cooling n.
Temp. Pole
Finish
Ducts
Underground
Interior Lath
Ventilation
Permanent 70,
Door CloserA&&—
Final
Final
DATE
REMARKS OR CORRECTIONS
COUNTY OF BUTTE — DEP4ART,MfNT OF PUBL .sv OR S
7 County Center Drive — Orovil e, California 95
Telephone: 5'34-4541 /
APPLICATION AND PERMIT
authorize representatives of the County of Butte to enter upon the
above-mentioned property for inspection purposes.
X ate
S' natu of Permit. or gent
Receipt Nc/�e'�•��>
White-D.P. — Yellow -Assessor — Pink -Inspector — Goldenrod -Applicant
This permit is hereby issued under the applicable provilionlor
the Butte County Code and/or resolutions to do work indicated
above for which fees have been paid.
DIRECT - R OF PUBLIC WORKS
By Date
Building permit expires Date.........%`^,. `%..�.........
BUILDING
Owner <
SQ. FT. OC BUILDING VALUATION
tzt 20
Mailing Address
Telephone No.
Fireplace
Contractor
Total Valuation ,
Mailing Address
Permit Fee
Plan Checking Fee &/or Penalty
e
Tel phoneN .
Permit Fee
$
$
Building Address n 1.4 4 q,
PLUMBING
No.1
@
FEE
PERMIT FILING FEE $2.00
Q p j/
Each Trap 1.50
7
Repair drainage or vent piping
1.50
Water piping 1.50
Each gas water heater or vent 1.50
A. P. No.
Zoning 8 Planning
Gas piping system 1 - 5 outlets
1.50
Each additional outlet .30
Fe
Sa n
Fire Dept.
Fire Zone
Use Permit
Building sewer 5.00
EQA
Parking
Plans
arcel
Declaration
r r
60' R/W
Im
Improvements
p
Lawn sprinkler system 2.00
IP
Bldg. PI s Recd !/ Parcel pprovaI
Plans Approval
Permit Fee
$
$
NEW ADDITION Q UTILITIES ❑ OTHER ❑
ELECTRICAL
No.
@
FEE
PERMIT FILING FEE $3.00
Main service incl. 1 meter
Additional meters, each
1.00
Sub -panel (12 or less) (mor on 12)
Single Family Duplex ❑ Mobil Home ❑ Others ❑
Range, Cook -top or Oven 1.00
Water Heater or Space Heater
1.00
Light fixtures j? 001 _%10
R 's.,sw' & fix s 20fd25
CONTRACTORS LICENSE LAW
I am licensed under the provisions of Chapter 9, Div. 3, of the
State of California Business & Professions Code under the name
style of:Water
y'
H d, Ex. Fan or F. . Furn. Motor
1.00
rdv
Evap. cooler, gar lisp. or D.W. 1.00
Air conditioner or heat pump
pump
zao
Mobil Home Facilities 5.00
Temp. Power Pole 5.00
License No. Classification
Misc. wiring
❑ I am exempt from the Contractors License Laws of the State of California.
Permit Fee
$
$
WORKMEN'S COMPENSATION INSURANCE
1 am aware of the provisions of Section3700 of the California Labor
Code which requires every employer to be insured against liability
orkmen's Compensation.
have placed on file with the County of Butte a certificate of
iwiworkmen'sCompensation Insurance.
❑I certify that in the performance of the work for which this
permit is issued I shall not employ any person in any manner
so as to become subject to the Workmen's Compensation Laws of
California.
MECHANICAL
No.
@
I FEEPERMIT
FILING FEE J$3.00
Heating
Cooling
Ventilation
Hood 2.00
Permit Fee $
$
1 certify that I have read this application and state that the above
information is correct. I agree to comply to all County Ordinances
and State Laws relating to building construction, and hereby
TOTAL PERMIT FEE
$
authorize representatives of the County of Butte to enter upon the
above-mentioned property for inspection purposes.
X ate
S' natu of Permit. or gent
Receipt Nc/�e'�•��>
White-D.P. — Yellow -Assessor — Pink -Inspector — Goldenrod -Applicant
This permit is hereby issued under the applicable provilionlor
the Butte County Code and/or resolutions to do work indicated
above for which fees have been paid.
DIRECT - R OF PUBLIC WORKS
By Date
Building permit expires Date.........%`^,. `%..�.........
Construction shall comply
with the recommendations of
1TEPLAN,
the Geotechnical Report.
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AP MRALL
FOR OFFICE USE 0," v
17'g
Assessor's Parcel Number: �� � o®�Stee: �� F®® Zoning: owner: � tCELS
owner Name - -
Address ! Phone No.
Site Location
Contact: NaMe .
y
a 7A2003 .
®General Plan Desig: NPN: 6 -27 508
Size, AmsILE COP - -
4,0(7 , -
-7T
- a=FE� .
38"
,i t I I I I I I
Pt,f�i
UJOS W/
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FT
51ILL G fI �� fG�c,j� I I r
P� I
-OF PLAN 1
I I
4 2'1 X 4"
GUITRO 6AIDLE ENDS
l
Of
-.' .a '
2-,�Z/ a ° �i ' ' •D T BOLT' 6` O.C.
X) i_3(0 PEM ESE �=F�C)?.;1 'PLATE �iiJ:>� ��. � lac: 00"
I 2 RUINS r: 1�
Afn ����®
J Mitchel!
I
Mitchell's Build'terials Warehouse �� j'oDFLOOR PIAN W, T 04
''.O. Box 1038 ���!' /�C i5�i
Gridley, CA 95948=1038 � • � � � — — — � "���
(530) 846-
TRU55.E5@24" O.C.
12
� 3 -TAB COMPOSITION SHINGLES O/
4
15# FELT O/ 7/1 Gil OSB
• OVERLAP T.P. 2X BLOCKING
@ CORNERS 4X12 ` 4X12
DBL. T. P.
2X4 TRIMMER TYP
b
2X4 P.T. 51LL PLATE W/
2" 5Q. X 3/1 G" 5TL. PLT.
WA5HER5 @ G" O.C. 1211
2X4@ I G" O.C.
FROM JOINTS AND ENDS
FIN. GRADE
51DING NAILING: 8d HD GALV. 4" CORNERS, 8" JOINTS, 12 FIELD CONCRETE FOUNDATION
5HEARWALU ROOF NAILING: 8d HD GALV. G. -G: 12
TYPICAL SECTION FRAMING
5CALE: 1/4"= 1 '-0"
2X4 @ I G" O.C.
2X4 P.T. 51 LL
.--
112-10 X 10 FDT BOLT @ Gil O.C.
W/2"X2"X3/ 1 G" 5TL. PLT. WASHER
TY
SUTTE.CO11N
Q UILDING DIVISIO'\'
APPROVED
� FILL
L #4 REBAR
CV
` Fc=2500 psi Je ry Mitchell
Mitchell's Building Materials Warehouse
�211 mi W. .0.Box 1038
rey, CA 95948-1038
FO U N DATION DETAIL (530) 846, 09
C�r'A 1P. 1 11- 1 1 X11
2'-8" MIN
71
2X SOLID BLK'G @ SHEATHING
JNT5. (ORIENT FACE TO 5HTH'G)
s
3/8" 0513 SHEAR IN51DE
10, 7/1 G" L.P. SMART BRD OUT5IDE
MAX. NAIL W/Sd G" EDGES, 12" FIELD
. t: 4X4 D.Il' POST
2X P.T. 51LL
51MP50N PHD2 W/ 55T13 1 G
BOLTS OR EQ.
\V ve 11
e
d°
e #4 REBAR
12" WIDE X 12 DP.
CONCRETE FOOTING.
MIN. 1/2"0 ANCHOR BOLT
W/ MIN. 7" EMBEDMENT
BRACED WALL PANEL
�5CA�LN�ONE
13UTTE COUNTY
BUILDING DIVIS10"
APPROVE®
ire Mitchell
�;tcnett's ;lain
,'°®. fj® ater;als Warehouse.
Grid x 1038
a Y9 CA 95948-1038
(530) 846-440
L
4X8 7/1 G", 811O.C. L.P.
51DING SMART PANEL .
7/1 G" SHEAR 055 PANEL
j , I ONE SIDE OF WALL TO
RAFTERS
Ij I� I
�i
i
!'a5
2X4 5TUD5 @ 1 G" O.C.
2X4 P.T. PLATE
12" X 12" FOOTI N G
1/2"0 FOUNDATION BOLT5 3EA.
112" REBAR 2 RUNS
4' BRACED, WALL DETAIL
Mitchell
Mitchell's 2ding Materials Warehouse
''•0. Box 1038
Gridley, CA 95948-1038
(530) 845-4409
IV
LEI- I
.-E"VAT 1 0. ON. N.
NG PANEL
.X R _SA TPI�1�s
11 le -F
r_ -A
r,
a
Ar r':
l
ErAT
ioN.
Jer ite ell
Mitchell's Building Materials
.0. Box 1038 Warehouse
Gridley, CA 95948-1038
(530) 846-4409
'E CouNTY
NG DIVISO,
1,017n