SFD (13-1558)52275 Avenida Martinez
13-1558
LE
P.O. BOX 1504
'.. 78-495 CALLE TAMPICO
LA QUINTA, CALIFORNIA 92253
Application Number:
Property Address:
APN:
Application description:
Property Zoning:
Application valuation:
Applicant:
uk4
T4'v1 4 4 Q"
BUILDING & SAFETY DEPARTMENT
BUILDING PERMIT
13-00001558 . Owner:
52275 AVENIDA MARTINEZ BRIAN STEMMER
773-271-027- - - 74478 HIGHWAY
DWELLING - SINGLE FAMILY DETACHED PALM DESERT,
COVE RESIDENTIAL
135368
Architect or E gineer.
Lic. No.: OOR SQUARE FOOT
LICENSED CONTRACTOR'S DECLARATION
I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with
Section 7000) of Division 3 of the Business and Professionals Code, and my License is in full force and effect.
License Class: B t _1 _ -W,
-No.: 649172
Date /— Contractor: Ir'- N_:! r'I/
OWNER -BUILDER DECLARATION
I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License 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 the
permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State
License Law (Chapter 9 (commencing with Section 7000) 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 the applicant to a civil penalty of not more than five hundred dollars ($500).:
(_ 1 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
Contractors' State License Law does not apply to an owner of property who builds or improves thereon,
and who does the work himself or herself through his or her own employees, provided that the
improvements are not intended or offered for sale. If, however, the building or improvement is sold within
one year of completion, the owner -builder will have the burden of proving that he or she did not build or
improve for the purpose of sale.).
(_) I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec.
7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of
property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed
pursuant to the Contractors' State License Law.).
(_ 1 I am exempt under Sec. , B.&P.C. for this reason i
Date:
Owner:
CONSTRUCTION LENDING AGENCY
1 hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the
work for which this permit is issued (Sec. 3097, Civ. C.).
Lender's Name:
Lender's Address:
LQPERMIT
111, STE 322
CA 92260
Contractor:
STEMMER CONSTRUCTION,
74478 HIGHWAY 111 #322
PALM DESERT, CA 92260
(760)819-5476
Lic. No.: 649172
VOICE (760) 777-7012
FAX (760) 777-7011
INSPECTIONS (760) 777-7153
Date: 3/06/14
t°—_
K. AR 2?7 2014Ctu o,c La QuMTA
r..__
WORKER'S COMPENSATION DECLARATION
I hereby affirm under penalty of perjury one of the following declarations:
I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided
for by Section 3700 of the Labor Code, for the performance of the work for which this permit is
issued.
I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor
Code, for the performance of the work for which this permit is issued. My workers' compensation
insurance carrier and policy number are:
Carrier STATE FUND Policy Number 1890589
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' compensation provisions of Section
3700 of the
-+Lab o_r ,( C/o 7de, 1I shall for_ ppLrth comply with thos_e_provisions.
Date plicanl
WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL
SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND
DOLLARS ($100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN
SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES.
APPLICANT ACKNOWLEDGEMENT
IMPORTANT Application is hereby made to -the Director of Building and Safety for a permit subject to the
conditions and restrictions set forth on this application.
1. Each person upon whose behalf this application is made, each person at whose request and for
whose benefit work is performed under or pursuant to any permit issued as a result of this application,
the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City
of La Quinta, its officers, agents and employees for any act or omission related to the work being
performed under or following issuance of this permit.
2. Any permit issued as a result of this application becomes null and void if work is not commenced
within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject
permit to cancellation.
I 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 and state laws relating to building construction, and hereby authorize representatives
of this county to enter upon the above-mentioned{Fprop for-inspec( 7(o/tr y( 'o_urposes.
Date: / Q Sig (Applicant or Agentl:_ l- in l{A1 1'Cr7/
IQ
Application Number . . . . . 13-00001558
Permit
. . .
BUILDING 2013
Additional
desc .
Permit Fee
. . . .
521.77
Plan Check Fee
00
Issue Date
. . . .
Valuation . . .
. 135368
Expiration
Date . .
9/02/14
Qty Unit Charge
Per
Extension
BASE
FEE
431.86
111.00
----------------------------------------------------------------------------
.8100
THOU BLDG
$25,001-$200,000
89.91
Permit
. . .
ELECTRICAL 2013
Additional
desc . .
Permit Fee
. . . .
226.65
Plan Check Fee
.00
Issue Date
. . . .
Valuation . . .
. 0
Expiration
Date
9/02/14
Qty Unit Charge
Per
Extension
1.00
23.8300
LS ELEC
FIXTURES, FIRST 20
23.83
1.00
23.8300
EA ELEC
SERVICES
23.83
1.00
23.8300
EA ELEC
TEMP POWER POLES
23.83
1.00
143.0000
LS ELEC
NEW RES, FIRST 1 KSF
143.00
1.00
----------------------------------------------------------------------------
12.1600
EA ELEC
NEW RES, ADD'L 1 KSF
12.16
Permit
. . . MECHANICAL 2013
Additional
desc . .
Permit Fee
. . . .
202.60
Plan Check Fee
.00
Issue Date
. . . .
Valuation . . . .
0
Expiration
Date . .
9/02/14
Qty Unit Charge
Per
Extension
2.00
35.7500
EA MECH
FURNACE
71.50
2.00
35.7500
EA MECH
CONDENSER/COMP
71.50
4.00
11.9200
EA MECH
VENT FAN
47.68
1.00
----------------------------------------------------------------------------
11.9200
EA MECH
EXHAUST HOOD
11.92
Permit
. . . PLUMBING 2013
Additional
desc .
Permit Fee
. . . .
178.79
Plan Check Fee
.00
Issue Date
. . . .
Valuation
0
Expiration
Date
9/02/14
Qty Unit Charge
Per
Extension
10.00
11.9200
EA PLBG
FIXTURE/TRAP
119.20
1.00
11.9200
EA PLBG
BUILDING SEWER
11.92
LQPERMIT
Application Number . . . . . 13-00001558
Permit . . . . . . PLUMBING 2013
Qty Unit Charge Per
Extension
1.00 11.9200 EA PLBG WATER.HEATER/VENT
11.92
1.00 35.7500 LS PLBG GAS SYS, 5+ OUTLETS
35.75
----------------------------------------------------------------------------
Special Notes and Comments
NEW SFD 2009 SQ. FT. WITH 567 SQ. FT.
GARAGE AND 373 SQ. FT. PATIO.THIS HOME
IS FIRE SPRINKLED PER 2010 CRC CODES.
THIS PERMIT DOES NOT INCLUDE POOL, SPA,
BLOCKWALL, OR DRIVEWAY APPROACH, BBQ,
FIRE -PIT.
January 6, 2014 9:49:47 AM jjohnson.
----------------------------------------------------------------------------
Other Fees . . . . . . . . . BLDG STDS ADMIN (SB1473)'
6.00
DIF COMMUNITY CENTERS -RES
129.00
DIF CIVIC CENTER - RES
942.00
DIF FIRE PROTECTION -RES
433.00
DIF LIBRARIES - RES
344.00
MULTI -SPECIES (MSHCP) FEE
1278.00
PLAN CHECK, ELECTRICAL
104.63
DIF PARK MAINT FAC - RES
40.00
PLAN CHECK, MECHANICAL
119.17
PLAN CHECK, SFD GRADING
143.00
PLAN CHECK, PLUMBING
162.10
DIF PARKS/REC - RES
2048.00
BLDG PC 25001-200K
976.85
STRONG MOTION (SMI) - RES
13.54
TUMF: RESIDENTIAL
1837.44
DIF STREET MAINT FAC -RES
116.00
DIF TRANSPORTATION - RES
2842.00
Fee summary Charged Paid Credited
Due
---------------------------------------------------------
Permit Fee Total 1129.81 .00 .00
1129.81
Plan Check Total .00 .00 .00
.00
Other Fee Total 11534.73 750.00 .00
10784.73
Grand Total 12664.54 750.00 .00
11914.54
LQPERMIT
{
TWT
may% JJJ 7, PO. BOX 1504 APPLICATION ONLY
Building 2 J l (yyrl (]Ll NT ACCAL FnRNIIA 92225.
Building
f 1 0^ K. 7r4 VA n,.o/ C 0y)S;I'.
Mailing
Address , J - 4 -7 1 1 I -# 2 -
city
City Zip Tel.
pa 1 I.-. Deter. 9 ?> 2 G 60 819r, ',S q%6
Address
74`08 1(I . 322
_ 1766 V176
State Lic. / ( ,e (City
& Classif. G 0 I -7Lic. #
Arch., Engr.,
Designer L S G Y
Address Tel.
1'( 9 q I J 6 n 'I Dr2 , 66-
p,
LICENSED CONTRACTOR'S DECLARATION
I hereby affirm that I am licensed under provisions of Chapter 9 (commencing with Section 7000)
of Divis' 3 of the B s and Professions Code, and my license is in full force and effect.
rj f VK44 is - 3 -i3is - 3 -r,3
SIGNA RE DATE
OWNER -BUILDER DECLARATION
I hereby affirm that I am exempt from the Contractor's License Law for the following reason:
(Sec. 7031.5, Business and Professions Code: Any city or county which 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 is licensed pursuant to the Provisions of the Contrac-
tor's License Law, Chapter 9 (commencing with Section 7000) of Division 3 of the Business and
Professions Code, or that he is exempt therefrom, and the basis for the alleged exemption. Any
violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of
not more than five hundred dollars ($500).
OI, 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 Profes-
sions Code: The Contractor's License Law does not apply to an owner of property who builds or
improves thereon and who does such work himself or through his own employees, provided that
such improvements are not intended or offered for sale. If, however, the building or improvement
is sold within one year of completion, the owner -builder will have the burden of proving that he did
not build or improve for the purpose of sale).
'❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the
project. (Sec. 7044, Business and Professions Code: The Contractor's License Law does not appy
to an owner of property who builds or improves thereon, and who contracts for such projects with
a contractor(s) licensed pursuant to the Contractor's License Law)
OI am exempt under Sec. B. & P.C. for this reason
Date Owner
I WORKER'S COMPENSATION DECLARATION
I hereby affirm that I have a certificate of consent to self -insure, or a certificate of Worker's
Compensation Insurance, or a certified copy thereof. (Sec. 3800, Labor Code.)
Policy No. Company
❑ Copy is filed with the city. 0 Certified copy is hereby furnished.
CERTIFICATE OF EXEMPTION FROM
WORKERS' COMPENSATION INSURANCE
(This section need not be completed if the permit is for one hundred dollars ($100) valuation
or less).
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 Workers' Compensation Laws of California.
Date Owner
NOTICE TO APPLICANT If, after making this Certificate of Exemption you should become
subject to the Workers' Compensation provisions of the Labor Code, you must forthwith
comply with such provisions or this permit shall be deemed revoked.
CONSTRUCTION LENDING AGENCY
I hereby affirm that there is a construction lending agency for the performance of the work for
which this permit is issued. (Sec. 3097, Civil Code.)
Lender's Name
Lender's Address
This is a building permit when properly filled out, signed and validated, and is subject to
expiration if work thereunder is suspended for 180 days.
I 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 and state laws relating to building
construction, and hereby authorize representatives of this city to enter the above-mentioned
property for inspection purposes.
Signature of applicant Date
Mailing Address
City, State, Zip
WHITE = BUILDING DEPARTMENT
S„✓ J
BUILDING: TYPE CONST. N ewe OCC. GRP.
3 Z7 "
A.P. Number -7 -7 1 ^ Z
Legal Description ? / 5-C /
Project Description
I
Sq. Ft.. No. No. Dw.
Size Z 06 Stories Units
New)< Add ❑ Alter ❑ Repair ❑ Demolition ❑
Estimated Valuation 1 c -
PERMIT J AMOUNT
Plan Chk. Dep. % S -C) ; c
Plan Chk. Bal.
Const.
Mech.
Electrical
Plumbing
S.M.I.
Grading
Driveway Enc.
Infrastructure
TOTAL
CONTACT INFORMATION
NAME:
PHONE:
ZONE: BY:
Minimum Setback Distances:
Front Setback from Center Line
FINAL DATE
Issued by:
Validated by: —
Validation:
YELLOW = APPLICANT
PINK = FINANCE
ZONE: BY:
Minimum Setback Distances:
Front Setback from Center Line
FINAL DATE
Issued by:
Validated by: —
Validation:
YELLOW = APPLICANT
PINK = FINANCE
Date 3/18/14
No. 32027
Owner Brian K. Stemmer Const
Address
City Zip
Tract #
Type Single Family Residence
CERTIFICATE OF COMPLIANCE
Desert Sands Unified School District
47950 Dune Palms Road
La Quinta, CA 92253
(760) 771-8515
APN #
Jurisdiction
Permit #
No. of Units
4 O
f
Q BERMUDA DUNES r
RANCHO MIRAGE d
J INDIAN WELLS
PALM DESERT y
LA QUINTA
Q0 INyo5
O
773-271-027-2
La Quinta
1
Lot # No. Street S.F. Lot # No. Street S.F.
Unit 1 52275 Avenida Martinez 2009 Unit 6
Unit 2 Unit 7
Unit 3 Unit 8
Unit 4 Unit 9
Unit 5 Unit 10
Comments
At the present time, the Desert Sands Unified School District does not collect fees on garages/carports, covered patios/walkways, residential additions under
500 square feet, detached accessory structures (spaces that do not contain facilities for living, sleeping, cooking, eating or sanitation) or replacement mobile
homes. It has been determined that the above-named owner is exempt from paying school fees at this time due to the following reason:
EXEMPTION NOT APPLICABLE
This certifies that school facility fees imposed pursuant to
Education Code Section 17620 and Government Code 65995 Et Seq.
in the amount of $3.20 X 2,009 S.F. or $6,428.80 have been paid for the property listed above and that
building permits and/or Certificates of Occupancy for this square footage in this proposed project may now be issued.
Fees Paid By CC/BBVA Compass - Brian Stemmer Check No. 501467217
Bank Name/Recipient of Certificate Telephone 760-819-5476
Funding Residential
f
By Dr. Gary Rutherford
Superintendent
Fee collected /exem t b S - Payment Recd s_o.0 p f
p y S rn M Ivre y , 1 I
$6,428.80 ` Over/Under.:;
S
Signature A, '
NOTICE: Pursuant to Government Code S ction 66020(d)(1), t 's will erve to notify you that the 90 -day approval period in which you may protest the fees
or other payment identified above will begin un from the date o Ich the building or installation permit for this project is issued, or from the date on
which those amounts are paid to the District(s) or to another public entity authorized to collect them on the District('s) behalf, whichever is earlier.
NOTICE: This Document NOT VALID without embossed seal
Embossed Original - Building Department Applicant Copy - Applicant/Receipt Copy - Accounting
Recording ReWested By
5ePAWLink
WHEN RECORDED MAIL TO
MAIL TAX STATEMENTS TO
BRIAN STEMMER
52-940 AVENIDA VELASCO
LA QUINTA, CA 92253
DOC # 2012-0557522
11/19/2012 08:00 AM Fees: $21.00
Page 1 of 3
Recorded in Official Records
County of Riverside
Larry W. Ward
Assessor, County Clerk & Recorder
"This document was electronically submitted
to the County of Riverside for recording"
Receipted by: SGOMEZ
Space above this line for recorders use only
Trustee Sale No. GSFC 4538 Loan No. Title Order No. 1231090
TRUSTEE'S DEED UPON SALE
APN 773-271-027-2; 773-271-028-3 T.R.A. No. 020-091
The undersigned grantor declares:
1) The Grantee herein was the foreclosing beneficiary.
2) The amount of the unpaid debt together with costs was ......................................... $165,497.96
3) The amount paid by the grantee at the trustee sale was ......................................... $165,497.96
4) The documentary transfer tax is.............................................................................. $NONE if
5) Said property is in CITY OF LA QUINTA ,J
and Golden State Foreclosure Services, Inc., a California Corporation (herein called Trustee), as the duly appointed
Trustee under the Deed of Trust hereinafter described, does hereby grant and convey, but without covenant or
warranty, express or implied, to BRIAN STEMMER, AN UNMARRIED MAN (herein called Grantee), all of its right, title
and interest in and to that certain property situated in the County of Riverside, State of California, described as follows:
LOTS 2, 3 AND 4 IN BLOCK 99 OF UNIT 11 OF SANTA CARMELITA AT VALE LA QUINTA, AS PER MAP
RECORDED IN BOOK 18, PAGE(S) 75, OF MAPS, IN THE OFFICE OF THE COUNTY RECORDER OF SAID
COUNTY, NOW KNOWN AS PARCEL(S) 1 AND 2 OF PARCEL MAP NO. 32377, IN THE COUNTY OF RIVERSIDE,
STATE OF CALIFORNIA, AS PER PLAT RECORDED IN BOOK 215 OF PARCEL MAPS, PAGE(S) 59 AND 60, IN
THE OFFICE OF THE COUNTY RECORDER OF SAID COUNTY.
RECITALS:
This conveyance is made pursuant to the powers conferred upon Trustee by that certain Deed of Trust dated 09/22/03
and executed by WILLIAM ROSSWORN, A MARRIED MAN AS HIS SOLE AND SEPARATE PROPERTY, as Trustor,
and Recorded on 09/26/03
AS INSTRUMENT NO.
2003-755381 of official records of Riverside County, California, and after fulfillment of the conditions specified in said
Deed of Trust authorizing this conveyance.
Default occurred as set forth in a Notice of Default and Election to Sell which was recorded in the Office of the Recorder
of said County, and such default still existed at the time of sale.
All requirements of law regarding the mailing of copies of notices or the publication of a copy of the Notice of Default or
the personal delivery of the copy of the Notice of Default and the posting and publication of copies of the Notice of a
Sale have been complied with.
Trustee Sale No. «Our File No»
Loan No. «Client_ Loan_ No))
Title Order No. «Title Order Number»
DOC # 2012-0557522
Page 2 of 3 11/1912012 08:00 AM
Trustee, in compliance with said Notice of Trustee's Sale and in exercise of its powers under said Deed of Trust, sold
the herein described property at public auction on 11/07/12. Grantee, being the highest bidder at said sale, became the
purchaser of said property for the amount bid being $165,497.96 in lawful money of the United States, or by credit bid if
the Grantee was the beneficiary of said Deed of Trust at the time of said Trustee's Sale.
DATE: 11/7/12
Golden State Foresure Services Inc., a California Corporation
jr" I-, KII(I - i
A E tor, osure Officer
2
wj
*All change order shall be paid in full before start of work.
DOC # 2012-0557522
Page 3 of 3 11/19/2012 08:00 AM
CALIFORNIA ALL-PURPOSE ACKNOWLEDGEMENT
STATE OF CALIFORNIA SS
COUNTY OF SAN BERNARDINO
On NOVEMBER 7, 2012 before me, RELLIE J. LINDERMAN—SAXTON, NOTARY PUBLIC
personally appeared ANN A( TOR} FCLOSURE OFFICER
who proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) islare subscribed to the within instrument and acknowledged to me
that he/she/they ex the same in his/her/their authofized capacity(ies) and that by his/her/their signature(s) on the instrument the person(s) or the entity
upon behalf of whi the perso ) acted, executed the instrument.
I certify under P ALTY PERJURY under the la a to f California that the forogoing paragraph is true and correct.
WETNESS my d a o al seal. KELLIE J. LINDERMAN-SAXTON
Commission tr 1958258
signature i=o . Notary Public - California z
z San Bernardino County
M Comm. Expires Nov 17, 2015
This area for official notarial seal.
OPTIONAL
Though the information below is not required by law, it may prove valuable to persons retying
on the document and could prevent fraudulent removal and reattachment of this form to another document.
DESCRIPTION OF ATTACHED DOCUMENT
Title or Type of Document:
Document Date: Number of Pages:
Signer(s) other than named above
CAPACITY(IES) CLAIlVIED BY SIGNERS)
[ ] INDIVIDUAL [ ] INDIVIDUAL
Right Thumbprint Right Thumbprint
[ ] CORPORATE OFFICER(S) of Signer [ ] CORPORATE OFRCFFR(S) of Signer
TM,E(S) op of thumb here TITLES) Top of thumb hem
[ ) PARTNPR(S} [ ] LIM= [ I PARNER(S)-[ ] LIIvt1TED
( ] GENERAL [ ] GENERAL
[ ] ATTORNEY-IN-FACT [ ) ATTORNEY-IN-FACT
[ ]
TRUSTEE(S) [ ] TRUSTEE(S)
[ J GUARDIAN OR CONSERVATOR [ ] GUARDIAN OR CONSERVATOR
[ ] OTIC [ ] OTHER
SIGNER IS REPRESENTING:
Bit
City of La Quinta
Building &r Safety Division
P.O. Box 1504, 78-495 Calle Tampico
La Quinta, cA 92253 - (760) 777-7012
Building Permit Application and Tracking Sheet .
Permit # I V
i J
P ject Address: S Z V1vi at 4AA -e 2_
Owner's Name: iI C, K4VY1 , r
A. P. Number: 173 3 a-1 oz -
Address:
Legal Description: S F b
City, ST, Zip: PA V`^
Contractor: 3 f I G✓ ?I M"
Telephone: J b b N ' IL(_2 i
.............:..........................
Address: '') tj (-(-j,6 1 `{-w ' t I
Project Description: .V -6/V J Cj1A4L/ VC v
I
City, ST, Zip: 1'(nA1V"
0 DU`<i
Telephone: 1 (90 %L
s O U' ' Grp 1
' T l a o
State Lic. # :
City Lie. #:
Arch., Engr., Designer:
Address:
City, ST, Zip:
Telephone:Construction
%.`•c;:
Type: Occupancy:
i .#•
State Lc
Pro ectecirc ne • New Add'n Alter Repair Demo
Name of Contact Person: xr
Sq. Ft.: 2
# Stories:
# Units:
Telephone # of Contact Person: % &1D ( S4-1,6
Estimated Value of Project: b
APPLICANT: DO NOT WRITE BELOW THIS LINE
N
Submittal
Req'd
Recd
TRACKING
PERMIT FEES
Plan Sets
Plan Check submitted
Item
Amount
Structural Cates.
Reviewed, ready for corrections '
Plan Check Deposit
Truss Calcs.
Called Contact Person
Plan Check Balance
Title 24 Calcs.
Plans picked up
Construction
Flood plain plan
Plans resubmitted
Mechanical
Grading plan
2' Review, ready for corrections/issue
Electrical
Subcontactor List
Called Contact Person
Plumbing
Grant Deed
Plans picked up
S.M.I.
H.O.A. Approval
Plans resubmitted
Grading
IN HOUSE:-
'"' Review, ready for correctio iss
Developer Impact Fee
Planning Approval
Called Cont act Person '
A.I.P.P.
Pub. Wks, Appr
Date of permit issue
School Fees
Total Permit Fees
. 5r --
Ta!t
"
Building & Safety Department
78-495 Calle Tampico
PO Box 1504
La Quinta, CA 92253
(760) 777-7012 voice — (760) 777-7011 fax
To: Greg Butler, Building Official To PD: APRIL 08,2014
From: Les Johnson, CDD Director Due date: APRIL 16, 2014
Permit# 3Status: 1ST REVIEW
Building Plans Approval
(This is an approval to issue a Building Permit)
The Planning Division has reviewed the Building Plans for the following project:
Description: NSFD COVE CHECK (REVERSING HOUSE LAY OUT)
Address or general location: 52-275 AVE MARTINEZ
Applicant Contact:B RIAN STEMMER 760-819-5476
The Planning Division finds that:
❑ ...these Building Plans do not require,Planning Division approval.
...these Building Plans are approved by the Planning Division.
❑ ...these Building Plans.require corrections. Please forward a copy of the
attached .correc 'ons to the applicant. When the corrections are made
please turn t em to the Planning Division for review.
Les John on, C mmunity Development Director Date
Note: PLEASE RETURN PLANS WITH GREENSHEET TO THE BUILDING
DIVISION.
l
en
I BUILDING ENERGY ANALYSIS REPORT JOA.- I
PROJECT:
STEMMER RESIDENCE
52275 AVENIDA MARTINEZ
LA QUI NTA, CA 92253
Project Designer:
BRIAN STEMMER
52275 AVENIDA MARTINEZ
LA QUI NTA, CA 92253
Report Prepared by:
ARMANDO CHAVEZ
GLS Architecture Group
74991 JONI DR SUITE #9
PALM DESERT, CA 92260
760 340-3528
Job Number:
2013 -GLS -040-1 R
Date: CITY OF LA QUINTA
1/22/2014 BUILDING & SAFETY DEPT.
APPROVED
i FOR CONSTRUCTION
The EnergyPro computer program has been used to perform the calculations summarized in this compliance sport. This pro ram has approval and is
authorized by the California Energy Commission for use with both the Residential and Nonresidexnt l 20D81 i Energ fficiency Standa'ds.
I -" l— BY -
This program developed by EnergySoft, LLC – www.energysoft-com,----
EnergyPro 5.1 by EnergySoft User Number. 5553 RunCode: 2014-01-22713:39:20 ID: 2013 -GLS -040-1R
c
I TABLE OF CONTENTS I
Cover Page
Table of Contents
Form CF -1 R Certificate of Compliance
Form MF -1 R Mandatory Measures Summary
CITY OF LA QUINTA
BUILDING & SAFETY DEPT.
APPFj0VED
FOR CONSTRUCTION
DATE BY
EnergyPro 5.1 by EnergySoft Job Number ID: 2013 -GLS -040-1 R User Number 5553
1
2
3
8
PERFORMANCE CERTIFICATE: Residential Part 1 of 5
CF-1 R
Project Name
STEMMER RESIDENCE
Building Type ❑ Single Family ❑ Addition Alone
❑ Multi Family ❑ Existing+ Addition/Alteration
Date
1/22/2014
Project Address
52275 AVENIDA MARTINEZ LA QUINTA
California Energy Climate Zone
CA Climate Zone 15
Total Cond. Floor Area
2,009
Addition
n/a
# of Stories
1
FIELD INSPECTION ENERGY CHECKLIST
❑ Yes ❑ No HERS Measures --If Yes, A CF-4R must be provided per Part 2 of 5 of this form.
❑ Yes ❑ No Special Features --If Yes, see Part 2 of 5 of this form for details.
INSULATION Area Special
Construction Type Cavity (ftp) Features (see Part 2 of 5)
Status
Roof Wood Framed Attic R-38 2,009 Radiant Barrier Venting
New
Slab Unheated Slab-on-Grade None 2,009 Perim = 0'
New
Wall Wood Framed R-13 1,762 Ext=R-4.0
New
Door Opaque Door None 24
New
Door Opaque Door Insul 21
New
FENESTRATION U- Exterior
Orientation Area(ft2) Factor SHGC Overhang Sidefins Shades
Status
Right (N) 41.0 0.400 0.35 none none Roll-down Blind or Slats
New
Right (N) 24.0 0.400 0.35 10.0 none Bug Screen
New
Front (E) 59.0 0.400 0.35 none none Bug Screen
New
Left (S) 48.0 0.400 0.35 none none Bug Screen
New
Rear (Vtq 81.0 0.400 0.35 8.0 none Bug Screen
New
Rear (Ko 30.0 0.400 0.35 none none Bug Screen
New
HVAC SYSTEMS
Qty. Heating Min. Eff Cooling Min. Eff Thermostat
Status
1 Central Furnace 80% AFUE Split Air Conditioner 13.0 SEER Setback
New
1 Central Furnace 80% AFUE Split Air Conditioner 13.0 SEER Setback
New
HVAC DISTRIBUTION Duct
Location Heating Cooling Duct Location R-Value
Status
AC-1 Ducted Ducted Attic, Roof Ins 8.0
New
AC-2
AC-2 Ducted Ducted Attic, Roof Ins { j' / n r- f 8.0' ;
Ne
., . "UIlV I A
nI „r `U (,,,o r
WATER HEATING `
Qty. Type Gallons Min. Eff Distribution.; `F %t=-
Stags
wYUiL ilUIV
1 Small Gas 50 0.58 Kitchen Pipe Ins New
DATE
Energ Pro 5.1 by Energ Soft User Number: 5553 RunCode: 2014-01-22713:39:20 ID: 2013-GLS-040-1R
Page 3 of 10
PERFORMANCE CERTIFICATE: Residential (Part 2 of 5) CF -1 R
Project Name
STEMMER RESIDENCE
Building Type ❑ Single Family ❑ Addition Alone
❑ Multi Family ❑ Existing+ Addition/Alteration
Date
1/22/2014
SPECIAL FEATURES INSPECTION CHECKLIST
The enforcement agency should pay special attention to the items specified in this checklist. These items require special written
justification and documentation, and special verification to be used with the performance approach. The enforcement agency
determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the adequacy of
the special justification and documentation submitted.
The HVAC System AC -2 must serve only Sleeping Areas. The non -closable area between zones cannot exceed 40 sf and each zone must have a
separate thermostat. In addition the air flow requirements and fan watt draw requirements in Residential Appendix RA3.3 must be met.
The Roof R-38 Roof Attic includes credit for a Radiant Barrier that is Continuous meeting eligibility and installation criteria as specified in Residential
Appendix RA4.2.2.
The Roof R-38 Roof Attic Concrete Tile (10 Wso Roofing 1/150 Vent Area 50% of Vents Located High requires verification.
HERS REQUIRED VERIFICATION
Items in this section require field testing and/or verification by a certified HERS Rater. The inspector must receive a
completed CF -4R form for each of the measures listed below for final to be given.
The HVAC System AC -1 incorporates HERS Verified Refrigerant Charge or a Charge Indicator Display.
The HVAC System AC -1 incorporates HERS verified Duct Leakage. HERS field verification and diagnostic testing is required to verify that duct
leakage meets the specified criteria.
The HVAC System AC -2 incorporates HERS Verified Refrigerant Charge or a Charge Indicator Display.
The HVAC System AC -2 incorporates HERS verged Duct Leakage. HERS field verification and diagnostic testing is required to verify that duct
leakage meets the specified criteria.
CITYOF 7A—n—,
BUILDI ING & SAFETY DEPT.
1__' IJr 'l ` V t U
d
j FOR CONSTRI U-Tinm
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PERFORMANCE CERTIFICATE: Residential (Part 3 of 5) CF -1 R
Project Name
Building Type ❑ Single Family ❑ Addition Alone
Date
STEMMER RESIDENCE
❑ Multi Family ❑ Existing+ Addition/Alteration
1/22/2014
ANNUAL ENERGY USE SUMMARY
Standard Proposed Margin
TDV kgtu/ft2- r
Space Heating 3.24 3.75 -0.50
Space Cooling 55.22 50.92 4.30
Fans 11.32 12.34 -1.03
Domestic Hot Water 16.32 16.16 0.16
Pumps 0.00 0.00 0.00
Totals 86.09 83.17 2.92
Percent Better Than Standard: 3.4
BUILDING COMPLIES - HERS VERIFICATION REQUIRED
Fenestration
Building Front Orientation: (E) 90 deg Ext. Walls/Roof Wall Area Area
Number of Dwelling Units: 1.00 (E) 545 59
Fuel Available at Site: Natural Gas (S) 500 48
Raised Floor Area: 0 (1M 545 111
Slab on Grade Area: 2,009 (N) 500 65
Average Ceiling Height: 10.0 Roof 2,009 0
Fenestration Average U -Factor: 0.40 TOTAL: 283
Average SHGC: 0.35 Fenestration/CFA Ratio: 14.1
REMARKS
ALL PROPOSED INPUT DATA USED IN THIS CALCULATION WAS PROVIDED BY THE PLANS PREPARER. ANY ALTERATION OR DEVIATION
FROM THIS CALCULATION WILL BE GENERAL CONTRACTOR RESPONSABILITY.
STATEMENT OF COMPLIANCE
This certificate of compliance lists the building features and specifications needed
to comply with Title 24, Parts 1 the Administrative Regulations and Part 6 the
Efficiency Standards of the California Code of Regulations.
The documentation author hereby certifies that the documentation is accurate and complete.
Documentation Author
Company GLS Architecture Group
1/22/2014
Address 74991 JONI DR SUITE #9 Name ARMANDO CHAVEZ
City/State/ZipCity/State/Zip PALM DESERT, CA 92260 Phone 760 340-3528 Signed Date
The individual with overall design responsibility hereby certifies that the proposed building design represented in this set
of construction documents is consistent with the other compliance forms and worksheets, with the specifications, and
with any other calculations submitted with this permit application, and recog Fe,-s,that com,p liarnce using duct design,
duct sealing, verification of refrigerant charge, insulation installation quality, and,buildi ngenvelopeQe'aling: require
installer testing and certification and field verification by an approved HERS "rat&JILDING & SAFETY DEPT.
Designer or Owner (per Business & Professions Code) APPROVED
Company BRIAN STEMMER R ONSTRUCTION
Address 52275 AVENIDA MARTINEZ Name Name (—.201-1 I
City/State/Zip LA QU/NTA, CA 92253 Phone DATES
Fgned ' BYLiceMe # Date
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CERTIFICATE OF COMPLIANCE: Residential (Part 4 of 5) CF -1 R
Project Name
STEMMER RESIDENCE
Building Type ❑ Single Family ❑ Addition Alone
❑ Multi Family ❑ Existing+ Addition/Alteration
Date
1/22/2014
OPAQUE SURFACE DETAILS
Surface U- Insulation Joint Appendix
Type Area I Factor Cavity Exterior Frame Interior Frame Azm Tilt Status 4 Location/Comments
Roof
982 0.025 R-38
0 16 New 4.2.1-A21
Slab
982 0.730 None
0 180 New 4.4.7-A1
Wall
435 0.072 R-13 4.0
None
0 90 New 4.3.1-A3
Wall
441 0.072 R-13 4.0
None
90 90 New 4.3.1-A3
Door
24 0.500 None
90 90 New 4.5.1-A4
Door
21 0.500 Insul
90 90 New 4.5.1-A3
Wall
452 0.072 R-13 4.0
None
180 90 New 4.3.1-A3
Wall
434 0.072 R-13 4.0
None
270 90 New 4.3.1-A3
Slab
1,027 0.730 None
0 180 New 4.4.7-A1
Roof
1,0271 0.025 R-38
0 16 New 4.2.1-A21
FENESTRATION SURFACE DETAILS
ID
Type Area LI -Factor
SHGC
Azm Status Glazing Type Location/Comments
1
Window 25.0 0.400 NFRC
0.35 NFRC 0 New 2008 PRESCR Z-15
2
Window 8.0 0.400 NFRC
0.35 NFRC 0 New 2008 PRESCR Z-15
3
Window 8.0 0.400 NFRC
0.35 NFRC 0 New 2008 PRESCR Z-15
4
Mndow 24.0 0.400 NFRC
0.35 NFRC 0 New 2008 PRESCR Z-15
5
Mndow 25.0 0.400 NFRC
0.35 NFRC 90 New 2008 PRESCR Z-15
6
Window 9.0 0.400 1 NFRC
0.35 NFRC 90 New 2008 PRESCR Z-15
7
Window 25.0 0.400 NFRC
0.35 NFRC 90 New 12008 PRESCR Z-15
8
Window 48.0 0.400 NFRC
0.35 NFRC 180 New 2008 PRESCR Z-15
9
Window 48.0 0.400 NFRC
0.35 NFRC 270 New 2008 PRESCR Z-15
10
Window 8.0 0.400 NFRC
0.35 NFRC 270 New 2008 PRESCR Z-15
11
Window 25.0 0.400 NFRC
0.35 NFRC 270 New 2008 PRESCR Z-15
12
Window 30.0 0.400 NFRC
0.35 NFRC 270 New 2008 PRESCR Z-15
(1) Ll -Factor Type: 116-A = Default Table from Standards, NFRC = Labeled Value
2 SHGC Type: 116-B = Default Table from Standards, NFRC = Labeled Value
EXTERIOR SHADING DETAILS
ID
Exterior Shade Type SHGC
Window
H t FWd
Ove hang Left Fin Right Fin
Len H t LExt RExt Dist Len H t Dist Len H t
1
Roll -down Blind or Slats 0.13
2
Roll -down Blind or Slats 0.13
3
Roll -down Blind or Slats 0.13
4
Bug Screen 0.76
7.5 2.5 10.0 0.1 10.0 10.0
5
Bug Screen 0.76
6
Bug Screen 0.76
7
Bug Screen 0.76
8
Bug Screen 0.76
9
Bug Screen 0.76
6.3 5.5 8.01 0.1 8.0 8.0
10
Bug Screen 0.76
1.5 3.5 8.01 0.1 8.0 8.0
11
Bug Screen 0.76
4.5 4.5 8.0 0.1 8.0 8.0 1 Y DEBT 1
12
Bug Screen 0.76
1
.. . i i r Jv
riU(-. I IUIV
Ener
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RunCode: 2014-01-22713:39:20 ID: 2013 -GLS -040-1R Page To -f1071
CERTIFICATE OF COMPLIANCE: Residential (Part 5 of 5) CF-1 R
Project Name
STEMMER RESIDENCE
Building Type ❑ Single Family ❑ Addition Alone
❑ Multi Family ❑ Existing+ Addition/Alteration
Date
1/22/2014
BUILDING ZONE INFORMATION
System Name Zone Name
Floor Area
New Existing Altered Removed Volume Year Built
AC-1 982
982 9,820
AC-2 1027
1,027 10,270
Totals 2,009 0 01 0
HVAC SYSTEMS
System Name Qty. Heating Type
Min. Eff. Cooling Type Min. Eff. Thermostat Type Status
AC-1 1 Central Furnace
80% AFUE Split Air Conditioner 13.0 SEER Setback New
AC-2 1 Central Furnace
80% AFUE Split Air Conditioner 13.0 SEER Setback New
HVAC DISTRIBUTION
System Name Heating
Duct Ducts
Cooling Duct Location R-Value Tested? Status
AC-1 Ducted Ducted Attic, Roof Ins 8.0 ❑ New
AC-2 Ducted Ducted Attic, Roof Ins 8.0 ❑ New
WATER HEATING SYSTEMS
S stem Name
Qty.
Type
Distribution
Rated
Input
Btuh
Tank
Cap.
al
Energy
Factor
or RE
Standby
Loss or
Pilot
Ext.
Tank
Insul. R-
Value
Status
Standard Gas 50 gal or Le
1
Small Gas
Kitchen Pipe Ins
40,000
50
0.58
n/a
n/a
New
MULTI-FAMILY WATER
HEATING
DETAILS
HYDRONIC
HEATING SYSTEM
PIPING
Control
Hot Water Piping Length
ft
o
Q
CIS C?F
S stem Name In1C
Insul
r-Thick.
Qty. HP
Plenum Outside Buried
.-A ' l1,1,N
e P h
:: me erg
❑
6
❑
_
rG r
nieT i
ir T r ni
w
❑
...
❑
DATE
BY-
EnergyPro 5.1 by Energ Soft User Number: 5553
RunCode: 201401-22713:39:20 ID: 2013-GLS-040-1R Page 7 of 10
MANDATORY MEASURES SUMMARY: Residential Pae 1 of 3 MF -1 R
Project Name
STEMMER RESIDENCE
Date
1/22/2014
NOTE: Low-rise residential buildings subject to the Standards must comply with all applicable mandatory measures listed, regardless of
the compliance approach used. More stringent energy measures listed on the Certificate of Compliance (CF -1 R, CF -1 R -ADD, or CF -
1 R -ALT Form) shall supersede the items marked with an asterisk (*) below. This Mandatory Measures Summary shall be incorporated
into the permit documents, and the applicable features shall be considered by all parties as minimum component performance
specifications whether they are shown elsewhere in the documents or in this summary. Submit all applicable sections of the MF -1 R
Form with plans.
Building Envelope Measures:
116(a)l: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage.
§116(a)4: Fenestration products (except field -fabricated windows) have a label listing the certified U -Factor, certified Solar Heat Gain
Coefficient SHGC , and infiltration that meets the requirements of 10-111 (a).
117: Exterior doors and windows are weather-stripped; all joints and penetrations are caulked and sealed.
118(a): Insulationspecified or installed meets Standards for Insulating Material. Indicate type and include on CF -613 Form.
§118(i): The thermal emittance and solar reflectance values of the cool roofing material meets the requirements of §118(i) when the
installation of a Cool Roof is specified on the CF -1 R Form.
*§150(a): Minimum R-19 insulation in wood -frame ceiling orequivalent U -factor.
150(b): Loose fill insulation shall conform with manufacturer's installed design labeled R -Value.
*§150(c): Minimum R-13 insulation in wood -frame wall orequivalent U -factor.
*§150(d): Minimum R-13 insulation in raised wood -frame floor orequivalent U -factor.
150(f): Air retarding wrap is tested, labeled, and installed according to ASTM E1677-95 2000 when specified on the CF -1 R Form.
150 : Mandatory Vapor barrier installed in Climate Zones 14 or 16.
§150(1): Water absorption rate for slab edge insulation material alone without facings is no greater than 0.3%; water vapor permeance
rate is no areater than 2.0perm/inch and shall be protected from physical damage and UV light deterioration.
Fireplaces, Decorative Gas Appliances and Gas Log Measures:
150 e 1 A: Masonry or factory -built fireplaces have a closable metal or glass door covering the entire opening of the firebox.
§150(e)1 B: Masonry or factory -built fireplaces have a combustion outside air intake, which is at least six square inches in area and is
equipped with a with a readily accessible, operable, and tight-titting tight-fittingdamper and or a combustion -air control device.
§150(e)2: Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the
outside of the building, are prohibited.
Space Conditioning, Water Heating and Plumbing System Measures:
§110-§113: HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certified by the Energy
Commission.
§113(c)5: Water heating recirculation loops serving multiple dwelling units and High -Rise residential occupancies meet the air release
valve, backflow prevention, pump isolation valve, and recirculation loop connection requirements of §113(c)5.
§115: Continuously burning pilot lights are prohibited for natural gas: fan -type central furnaces, household cooking appliances
(appliances with an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool and
spa heaters.
150(h): Heating and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACCA.
150(i): Heating systems are equipped with thermostats that meet the setback requirements of Section 112(c).
§1500)1 A: Storage gas water heaters rated with an Energy Factor no greater than the federal minimal standard are externally wrapped
with insulation having an installed thermal resistance of R-12 or greater.
§1500)1 B: Unfired storage tanks, such as storage tanks or backup tanks for solar water -heating system, or other indirect hot water
tanks have R-12 external insulation or R-16 internal insulation where the internal insulation R -value is indicated on the exterior of the
tank.
§1500)2: First 5 feet of hot and cold water pipes closest to water heater tank, non -recirculating systems, and entire length of
recirculating sections of hot water pipes are insulated per Standards Table 150-B.
§1500)2: Cooling system piping (suction, chilled water, or brine lines),and piping insulated between heating source and indirect hot
water tank shall be insulated to Table 150-B and Equation 150-A. _ _
§1500)2: Pipe insulation for steam hydronic heating systems or hot water systems >1 5 ps''l .eets •the;requir'ementsuof,Standards Table
123-A. .R, cnr_r- v nr:PT
150(j)3A: Insulation is protected from damage, including that due to sunlight, moisture, a ui Went maintenance; and,wind.
§1500)3A: Insulation for chilled water piping and refrigerant suction lines includes a vapor retdrdantbr is enclosed -entirely in
conditioned space. i FOR CONSTH ON I
150(j)4: Solar water -heating systems and/or collectors are certified by the Solar Rating and Certification Corporation.
DATE BY---]
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MANDATORY MEASURES SUMMARY: Residential (Page 2 of 3 MF -1 R
Project Name
Date
STEMMER RESIDENCE
1112212014
§150(m)1: All air -distribution system ducts and plenums installed, are sealed and insulated to meet the requirements of CMC Sections
601, 602, 603, 604, 605 and Standard 6-5; supply -air and return -air ducts and plenums are insulated to a minimum installed level of R-
4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape or other duct -closure system that meets the
applicable requirements of UL 181, UL 181 A, or UL 181 B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is
used to seal openings reater than 1/4 inch, the combination of mastic and either mesh or tape shall be used
§150(m)1: Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed
sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may
contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area
of the ducts.
§150(m)2D: Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes
unless such tape is used in combination with mastic and draw bands.
150(m)7: Exhaust fans stems have back draft or automatic dampers.
§150(m)8: Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated
dampers.
§150(m)9: Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind.
Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar
radiation that can cause degradation of the material.
150 m 10: Flexible ducts cannot have porous inner cores.
§150(o): All dwelling units shall meet the requirements of ANSI/ASHRAE Standard 62.2-2007 Ventilation and Acceptable Indoor Air
Quality in Low -Rise Residential Buildings. Window operation is not a permissible method of providing the Whole Building Ventilation
required in Section 4 of that Standard.
Pool and Spa Heating Systems and Equipment Measures:
§114(a): Any pool or spa heating system shall be certified to have: a thermal efficiency that complies with the Appliance Efficiency
Regulations; an on-off switch mounted outside of the heater; a permanent weatherproof plate or card with operating instructions; and
shall not use electric resistance heating ora pilot light.
§114(b)1: Any pool or spa heating equipment shall be installed with at least 36" of pipe between filter and heater, or dedicated suction
and return lines, or built-up connections for future solar heating.
114(b)2: Outdoor pools ors as that have a heat pump or gas heater shall have a cover.
§114(b)3: Pools shall have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or
programmed to run only during off-peak electric demand periods.
150 : Residential pool systems orequipment meet the pump sizing, flow rate, piping, filters, and valve requirements of §150
Residential Lighting Measures:
§150(k)1: High efficacy luminaires or LED Light Engine with Integral Heat Sink has an efficacy that is no lower than the efficacies
contained in Table 150-C and is not a low efficacy luminaire asspecified by §150(k)2.
150(k)3: The wattage of permanently installed luminaires shall be determined asspecified by §130(d).
§150(k)4: Ballasts for fluorescent lamps rated 13 Watts or greater shall be electronic and shall have an output frequency no less than
20 kHz.
§150(k)5: Permanently installed night lights and night lights integral to a permanently installed luminaire or exhaust fan shall contain
only high efficacy lamps meeting the minimum efficacies contained in Table 150-C and shall not contain a line -voltage socket or line -
voltage lamp holder; OR shall be rated to consume no more than five watts of power as determined by §130(d), and shall not contain a
medium screw -base socket.
150(k)6: Lighting integral to exhaust fans, in rooms other than kitchens, shall meet the applicable requirements of §150(k).
150(k)7: All switching devices and controls shall meet the requirements of §150(k)7.
§150(k)8: A minimum of 50 percent of the total rated wattage of permanently installed lighting in kitchens shall be high efficacy.
EXCEPTION: Up to 50 watts for dwelling units less than or equal to 2,500 ft2 or 100 watts for dwelling units larger than 2,500 ft2 may be
exempt from the 50% high efficacy requirement when: all low efficacy luminaires in the kitchen, are.controlle6by wmanual on occupant
sensor, dimmer, energy management system (EMCS), or a multi -scene programmable co t obsys4em; and75II'perma eptly, installed
luminaries in garages, laundry rooms, closets greater than 70 square feet, and utility rooms ar"el igh efficacy and controlledby:a T,
manual -on occupant sensor. t' `
§150(k)9: Permanently installed lighting that is internal to cabinets shall use no more than watts of power; perilinear foot ofj
illuminated cabinet. 20
rQ. 1
DATE ------ BY
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MANDATORY MEASURES SUMMARY: Residential (Page 3 of 3MF-1 R
L7
Project Name
Date
STEMMER RESIDENCE
1/22/2014
§150(k)10: Permanently installed luminaires in bathrooms, attached and detached garages, laundry rooms, closets and utility rooms
shall be high efficacy.
EXCEPTION 1: Permanently installed low efficacy luminaires shall be allowed provided that they are controlled by a manual -on
occupant sensor certified to comply with the applicable requirements of §119.
EXCEPTION 2: Permanently installed low efficacy luminaires in closets less than 70 square feet are not required to be controlled by a
manual -on occupancy sensor.
§150(k)11: Permanently installed luminaires located in rooms or areas other than in kitchens, bathrooms, garages, laundry rooms,
closets, and utility rooms shall be high efficacy luimnaires. EXCEPTION 1: Permanently installed low efficacy luminaires shall be
allowed provided they are controlled by either a dimmer switch that complies with the applicable requirements of §119, or by a manual -
on occupant sensor that complies with the applicable requirements of §119. EXCEPTION 2: Lighting in detached storage building less
than 1000 square feet located on a residential site is not required to comply with §150 k 11.
§150(k)12: Luminaires recessed into insulated ceilings shall be listed for zero clearance insulation contact (IC) by Underwriters
Laboratories or other nationally recognized testing/rating laboratory; and have a label that certifies the lumiunaire is airtight with air
leakage less then 2.0 CFM at 75 Pascals when tested in accordance with ASTM E283; and be sealed with a gasket or caulk between
the luminaire housing and ceiling.
§150(k)13: Luminaires providing outdoor lighting, including lighting for private patios in low-rise residential buildings with four or more
dwelling units, entrances, balconies, and porches, which are permanently mounted to a residential building or to other buildings on the
same lot shall be high efficacy. EXCEPTION 1: Permanently installed outdoor low efficacy luminaires shall be allowed provided that
they are controlled by a manual on/off switch, a motion sensor not having an override or bypass switch that disables the motion sensor,
and one of the following controls: a photocontrol not having an override or bypass switch that disables the photocontrol; OR an
astronomical time clock not having an override or bypass switch that disables the astronomical time clock; OR an energy management
control system (EMCS) not having an override or bypass switch that allows the luminaire to be always on EXCEPTION 2: Outdoor
luminaires used to comply with Exceptions to §150(k)13 may be controlled by a temporary override switch which bypasses the motion
sensing function provided that the motion sensor is automatically reactivated within six hours. EXCEPTION 3: Permanently installed
luminaires in or around swimming pool, water features, or other location subject to Article 680 of the California Electric Code need not
be high efficacy luminaires.
§150(k)14: Internally illuminated address signs shall comply with Section 148; OR not contain a screw -base socket, and consume no
more than five watts of power as determined according to §130(d).
§150(k)15: Lighting for parking lots and carports with a total of for 8 or more vehicles per site shall comply with the applicable
requirements in Sections 130, 132, 134, and 147. Lighting for parking garages for 8 or more vehicles shall comply with the applicable
requirements of Sections 130, 131, 134, and 146.
§150(k)16: Permanently installed lighting in the enclosed, non -dwelling spaces of low-rise residential buildings with four or more
dwelling units shall be high efficacy luminaires. EXCEPTION: Permanently installed low efficacy luminaires shall be allowed provided
that they are controlled by an occupant sensors certified to comply with the applicable requirements of 119.
C'Ty OF L A QUINT/
BUILDING & SAFETY
DEPT
APPROVED
FOR CONSTRUCTION
DATE
_ _ BY
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STRUCTURAL CALCULATIONS
A COVER PATIO;:
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®
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FOR: `'"117 F QU CINT ;i
Fp FNT
BRIANJOE STEMMER
6fr/<E ropy
52275 AVENIDA MARTINEZ.
LA QUINTA, CALIFORNIA
CHARLES D. GARLAND, ARCHITECT
LICENSE NO. 11991 EXP 10/31/15
74-991 JONI DR. SUITE #9 PALM DESERT CA 92260
PHONE: 760/340-3528 FAX:760/340-3728
A Rcy
S D 04 F
U O
No. C11991
10/3112015
EXROATE
wr APPT,
Fofi coN(
DATE 2l . i
_____
VES—• o .
UCTICN
STRUCTURAL CALCULATIONS 5:1
❖ GOVERNING CODES.....................page 3
❖ LOAD .......................................................Page 4
❖ BEAM .................................................. Page 5
❖ LATERAL ANALYSIS ........................ Page 9
❖ SEISMIC ZONE ............................ Page 14
❖ SHEAR WALL REQUIREMENTS.... Page 18
❖ FOUNDATION ............................... Page 22
oul'i OF LA Quf
5 ► qyS ,FET ,. EP
FUR GOC I
DA TE UCr/ON
'- ,_- By
b.
STRUCTURAL CALCULATIONS
GOVERNING CODES
A- IBC 2009 OR CBC 2010
B- DESIGN LOADS
a. ROOF LIVE LOAD 20, PSF
b. ROOF DEAD LOAD 19 PSF
c. WIND IMPORTANCE FACTOR 1.00 WIND ZONE 100 MPH
EXPOSURE C
d. SITE CLASS DEFINITION (D)
e. OCCUPANCY CATEGORY II
f. SEISMIC DESIGN CATEGORY (D)
g. COEFFICIENT Cs 0.15
h. SEISMIC Ss1.5g
i. SEISMIC Sl 0.6g
j. FACTOR R 6.5
k. SEISMIC SDs 1.00
I. SEISMIC SD10.60
STRUCTURAL CALCULATIONS `
LOADS
........................__........._......... _..e_.._ ....................... ....... _.._........ .....:.............._........:....._............_:._........._........................__.........._
-................ -.__.................................
................ _......... ..... _............
...
_..
ROOF ,
EXTERIOR WALLS: I
_
PSF
PSF
CONCRETE TILE -
9
WOOD STUDS = j 2
1/2" GYP BD. _ 2
ROOFING FELT
0.6
7/8" STUCCO = I 10
5/8 OSB/ RADIAN BARRIER
I 2.2
HNSULATION=
V 1
TRUSSES @24" O.0 I_.._..._2.6....__.
............ ............._....__--.........__.-...................._.....:__-.......__ ._:
R-38 INSULATION =
1.8
_-._... ____
-...._.__.._....._....._.__.._..._..._..__........,
;
... ..... ..... .............. :......_._.. ........................
D.L.=1 15
-
PSF I
5/8" GYP. BD. =
i 2.8
19
L. L =
20
INTERIOR WALLS:
;PSF
TOTAL LOAD =
39
PSF
:WOOD STUDS = I 2
1/2 GYP.BD.2SIDES = 1 3
INSULATION = . I 2
_._-............_.._..__......_._._._.-..._......_......:.__...................._._.:.....:.....
.._.a ............._____..
3
___.____. __
... :..
_.....;.._. __.._..........._-..........._.--_..__......................
DL
__._................_..........._! . 7
.:.............._....---._
PSF
......_......._..... _I
OF
eU/L p/ /
qC
J EP
OIV
DArE
- B y
`. STRUCTURAL CALCULATIONS
BEAM DESIGN
...........
....._......................-.................._...._....._.._...............................__..._....
................ .......
HDR #1
..... _._._......_......i.._......__..._..._.._....:. ... ---_....... _.._.._......_......._.._ ..._......_:.... ......._. __..__.....
-
. -.4- --....................--
- ...
.
DOUGLAS FIR -LARCH No 1—
Tb
psi
SPAN =
6.0
ft
Fv=; 95
psi
TRIB. AREA =
22 p
E=l 1700000
psi
............................................................r....-...
.................. ............ ..
1Load Factor Co= 1.25'
.... ........................
_
€ Wet. Service Factor CM = .:_OO..........
.........................._._........
._ ._.. __.:......... ._....._-._......,............_........._.._._......_..a...._.._.....__............._.........--__...._.............._..........._..................._._....,
l- = 19.0
ilb/ft
;Temperature Factor Ct= 1:00
...........:'.. :.................. .A_'..:^.......
_.........
L.L= 20.0
;Wit
ISize Factor CF= 1.0d
i...._..............._...............................:..........................::.::
_..._
..:.............
TOTAL 39.0
Ib/ft
........... ..................;...........:...:....._.............
jRepetitive m. Fact. Cr= 1.00
.......... ........................ ;... ......_..............................
........ _.... .... ...
...... ............... ...
.... ..... .................... ......__.....................
..__..
............. ...:._.._....................................._...._.........._..---................._.._................_.................:...,._....._........................_......._.............:.............._...._.._:......_
I Incising Factor Ci = . 1.00
........._........._...._......_.._.__...
'Shear stress Factor CH= 1.00
s W=; 858.0
Ib/ft
M=':.WW x'LZ/ 8
- 858 Iblft—---'--M=
,_
3861.0
ft -Ib
... _.............
'--- ..... _.._ t.....- --.._....._
........................ ___..................
M=l 46332
in -Ib
.........
_.-. _
STRUCTURAL CALCULATIONS s "
BEAM DESIGN
HDR #3 [ :.. F_. ..: ' _
_...,...__.._.T ..... .............:.___.._..__._._._...._.._._---..__..___.t.._.____-_-_--------__..-.-----------.._----....._._.._._..._.........._.___.........._..._..._._.__._._.___......_.....:.._._....._._. __.__..__.__
DOUGLAS FIR -LARCH No 1= Fb = 1000 psi
SPAN = 5.0 ftFv 95 psi
TRIB. AREA - 12.0 ft E,- 1700000 psi
.............................. -..................._.................._.._....................._..-.................................................,...,..:.._..,._._.................._...:.........._....._..........................._........:.........._...._.....,_......:.........................._................. ................,....................._....._....................................._...................
Lod Factor CD= - 1.2 '
.......................................:...................._..................:...........................,............._..._......_....._............;_..-_a......................._...._:...._........._°........._..................:...._..::...:..............._......................................................__..................:..........................................._.................
............................._ ............ ...._..:_..._ ,Wet_ Service- Factor _.._CM_=.......:. 1.00.::......_:x ....... ........... _._:__.._...... .............. .. _...
OP Qtj/
• F R° ' Fly ®CP
DA
ATF lQ
F3
i
STRUCTURAL CALCULATIONS
BEAM DESIGN
BEAM #2' i
DOUGLAS FIR -LARCH No 1= Fb = 1000 psi
SPAN = 16.0 Ift Fv= 95 psi
TRIB. AREA = 16.0 ft ?_ E _ 1700000 psi
Load Factor CD= 1.26'
_..__.........._:._....._.............._.......a......._._.............._..........................._............._ ......................... .................. ..... .... ..._._. ..
;Wet. Service Factor CM _..........,....._1_:00 . _,,.. .............. ...... ......-_...._.... _.......... .............. ...... ___............... _.....
_.__..........-._....._...._D:_ ..-.......__._.....i_....-26.0 llb/ft :Temperature Factor Ct= 1.00
_.......;_.........__..................................... ................ _... ...... _.... _....... _.,_.._......_.................. ... _..... ......._Y....._I..._........_.._._.._.........._.._....................._.._..._..;.......__.....
.
Ll = 20.0 Ib/ft ;Size Factor CF=
TOTAL' 46.0 Ib/ft ;Repetitive m. Fact. Cr= 1.00
Incising Factor Ci = 1.00
_.._._._:.._......._..__.___..._..___._.._..__.___--------.-,__...... _ . _._. -:.. _ _ ;_.............. ... .__........ _ ._...___----------
Shear
- ......---:___ Shear stress Factor CH 1.00 4 W =! 276.0' Ib/ft
.............._. _............ ..................:...............- ..:..._............_ ......:...... _......... ............... ....._._ .................... ._... ..
._.'._. _
_
...........
__
i
X2/8
276
z7sitirr ( M=' 8832.0 ft -Ib
i _ ..
............_..___:.._._.....__.._ _.._.... ......__ . _ .. _......j..___ _.___ _
M 105984 in Ib
>s.00 n .. _..td—
V=IW _... _._.._.
i x L / 2
....................................................._.................._...........:..:....__......................,.....__.............._..............._._.._.,.........._..._.._.............._......................_..................._....:.....;..............._......................:.................._......................................................................................................._:.._..........
BENDING: _ V= 2208 Ib
F"b='Fbx(CD)(CM)(Ct)(CF)(Cr)(Ci)
I
F'b =' 1250 psi j USE
CI d
E301 -4 Qtjl
LD/NG SAFE STA
F ONSTR
® V ` SEPT .
U D
DATE N
BY
BENDING V 1950 Ib
F'b = Fbx(CD)(CM)(Ct)(CF)(Cr)(Ci)
i
F'b = 1250 psi ; - USE
= M/ F' S= i 93.60 m 3 6 X 12 Area = µ63.3 i n 2
Req'd S .........._.:......._b._'._
......................................................................................................... ................ ........................... ....................... _..................... :... ............. ............................. .......... _............,.............,....................,._:..................:...,....................................................................
f b = M/S 'Section= 121 in^3
........... .... _:.......... _...._...... ................ .._.............._ _...._.._......_..-- ........... ..............._..__.......:......._....................._ .._._........_..__.._.. .:_........._.........._;-...:_.._..-............_..............:.....................:....._..__..-,_....__................:_............ .._._....._.
ALLOW F'b = ;ACT. f b = ; Moment of Inertia= 697 in^4
........... .. _ ._._...... ..-._..-----._................ - - .._.__.... _..__._.._.._ _...... --........... _............_..... ..... .._ ..._... - .._.._._....:...... .......... __........_._..__...............,.... ............ ------ _ .... _
1250 psi > 965.3 psi OK
E'= E (CM)(G)(C) ;1700000' psi
( BEAM2 6X 12
d max = L / 240 = i 1.00 in
........... ..... -................. ........... ...... ............ _......................... _... ............... .............................. _......._...................... ........... ......... _.... ....................... i.... ................ ............................. ... .................. ... ................................._ ............_.
i
Cl
OF Q
` s, ;
Fop -A
Fir co, 0FPNST
T E RticT o
Sy
BEAM DESIGN
...._.__..............._..__ ......................
.._............. _._..............._........ . ......................
BEAM #5 (
_.............._.._.......;_..:....._ __..:.........:..._.._....:.. _ ..__...._............... ... ...
i
..._..__.....
.............
_........ ......
....................... ......................................:................................................:..._..._................._...._................_.....
DOUGLAS FIR -LARCH No 1=
Fb = 1000
si
SPAN =
20.0
It
Fv= 95
psi
TRIB. AREA = _
5.0
ft
E = 1700000_
psi
........................._................_._..._........._......-__._......._.._..._......................_.._..............._._
....................._..._..,...................................:............................,..._.........:...,..._......._......._.......................................__...__
[Load Factor CD=
.._.,.... _..._._................ _......_.._.._._.........................................._......
................ .......... _....._.._....._....
.... .........._................... ._.................. ._.._....._..............
...:...........__...............1....
._...............................................
,Wet. Service Factor C. I 1.00
_._......._..._.....__..._.._...................
.................__......_.__.._........
D.L = 1....._. 9.0
..__._Ib/ft.
.._.:....._._._..,..._:._..._._.__......_.. - .._..._............._._......._._.._.-_...__..._....._ - _
:Temperature Factor Ct= 1.00
... ........... _... .._._.. _
...............
Ll =
20.0
lb/ft
;Size Factor CF= 1.00
....... ......... .... .................... .......
_.._................_....:..._.
TOTAL
t 39.0
t
__._..__... -
jlb/ft
-- ........... _......... F ... ....................... _...._............................................ __... _..._........;........::...,.....:........................_...............
jRepetiti\e m. Fact. Cr= 1.00
_..... .......... _........ _......... _.:......._.._.._.............:.._................
..................................._................................._..........................i.................................
.....
..........._.....t...........::.................i.._.......
........... ........._..._ . _.......... ............,..
.....,_....................._. .......... .. _............._...,.:........._....._......... .. .
Incising Factor Ci= 1.00
y..i.............,_._:..._...........:.....................
.................
................
'Shear stress Factor CH= 1.00
W = 195.0
Ib/ft
i
M_,W x LZ/ 8
195
lb/ft
M=l 9750.0ft-Ib
#
E
i7j(
_
.......................... .............. ................. ........
M= 117000
_..............
in -Ib
.__............ ....
zo.00,tt i
3
V='iW x L/ 2,
j
BENDING V 1950 Ib
F'b = Fbx(CD)(CM)(Ct)(CF)(Cr)(Ci)
i
F'b = 1250 psi ; - USE
= M/ F' S= i 93.60 m 3 6 X 12 Area = µ63.3 i n 2
Req'd S .........._.:......._b._'._
......................................................................................................... ................ ........................... ....................... _..................... :... ............. ............................. .......... _............,.............,....................,._:..................:...,....................................................................
f b = M/S 'Section= 121 in^3
........... .... _:.......... _...._...... ................ .._.............._ _...._.._......_..-- ........... ..............._..__.......:......._....................._ .._._........_..__.._.. .:_........._.........._;-...:_.._..-............_..............:.....................:....._..__..-,_....__................:_............ .._._....._.
ALLOW F'b = ;ACT. f b = ; Moment of Inertia= 697 in^4
........... .. _ ._._...... ..-._..-----._................ - - .._.__.... _..__._.._.._ _...... --........... _............_..... ..... .._ ..._... - .._.._._....:...... .......... __........_._..__...............,.... ............ ------ _ .... _
1250 psi > 965.3 psi OK
E'= E (CM)(G)(C) ;1700000' psi
( BEAM2 6X 12
d max = L / 240 = i 1.00 in
........... ..... -................. ........... ...... ............ _......................... _... ............... .............................. _......._...................... ........... ......... _.... ....................... i.... ................ ............................. ... .................. ... ................................._ ............_.
i
Cl
OF Q
` s, ;
Fop -A
Fir co, 0FPNST
T E RticT o
Sy
STRUCTURAL CALCULATIONS
ECOLUMN DESIGN
_ I Column
DOUGLAS FIR -LARCH No 2= _
Fc =
625 _
psi
le =
LOAD
j
9.0
2500
ft
Ib Load Factor CD=
Wet. Sery Factor CM -
1.00
E =1
;
1600000
psi
s. TOTAL
2500.0
Ib Bucking Stiffeners Ct =
1.00
P
Size Factor CF=
1.00
i
Incising Factor Ci =
1.00
Kce =
0.36
I
Buckling and Crushing Interaction c
Fc* =
Fc(CD)(CM)(Ct)(CF)(Cr)(Ci)
s.00
Fc* =
781.25 psi
1
USE
Euler Critical Buckling Stress for Columns
6
X16
Area =
30.3
in^2
p
d =
5.5
in
Fce =
Kce E =t
1244.856 psi
(le / d)"2
t
Column Stability Factor Cp=
3
Cp =
1.+ Fce /FC* —
11 + Fc Fc*
2
, Fce/ Fc
...._... ___..__ ..__
2c
2c )
ci
CP =
1
0.8237
-
E
t
F'c =
Fc (CP)(CD)(CM)(Ct)(CF)(Cr)(Ci)
;
I
[
F'c =
644
psi
l
P = F'c *A =
19466.4
` OK
P =
2500.0
t
'COLUMN
6
X'6
BUILt & ( p fr
Pp
Ota co O -®
oa rE Ns-rRuc rI o
By
T. STRUCTURAL CALCULATIONS '
LATERAL FORCE ANALYSIS
IBC 2009 CBC 2010 ASCE 7-05.
WIND: 100 mph Exposure C
ENCLOSED . qz= 0.00256X Kz Kzt Kd V^2 .I
Kz= 0.85
.......................................
_..........................._........................................:......................................._.........................................__......................................................................_................_.........................
Kzt- 1.00 .
Kd= 0.85
V=95
1= 1.00
-qz= 16.69 PSF
_ H= 10 _ ft_
WIND LOAD = qz*(1E+2E+3E+4E +0.18)*H/2
__._.L.. _ __-------.
...
ANALYSIS WIND LOAD=1 220.341# ft
Velocity pressure _ I
qh = 0.00256 Kh Kzt Kd V21 = 16.69 PSF
Design pressures for MWFRS LOW- RISE BUILDING (6.5.12.2.2)
p = qh [(G Cpf )-(G Cpi )] (6-18) P=16.7(1E+2E+3E+ 4E-0.18)
G Cpf I (FIG 6-10)1 0.61 = IP=16.7(IE+2E+3E+ 4E+0.18)
G Cpi (FIG -0-5) 1 0.181 1
Net Pressures (asf). Basic Load Cases
DArE
7-y
Sq QU T
NSTR1lC7-/
N
Roof angle 0 = 15.64
Roof angle 10 = 0.00
Net Pressure with
Net Pressure with
Surface
G Cpf
G Cp f
(+GCp i)
(-GCp i)
(+GCp i)
(-GCp i
1
0.49
5.21
11.22
0.40
3.67
9.68
2
-0.69
-14.52
-8.51
-0.69 ,
-14.52
-8.51
3
-0.45
-10.48
-4.47
-0.37
-9.18
-3.17
4
-0.39
-9.50
-3.49
-0.29
'-7.85
-1.84
1E
0.74
9.43
15.44
0.61
.7.18
13.19
2E
-1.07
-20.87
-14.86
-1.07
-20.87
-14:8.6,
3E
-0.64
-13.75
-7.74
-0.53
-11.85
-5184Q
4E
-0.58
-12.67
-6.66
-0.43
-10.18
-4.17ti,
5
-0.45
-10.52
-4.51
-0.45
-10.52
!-/4.51 d
6
-0A5
1 -10.52
1 -4.51
1 -0.45
1 -10.52
1 4.51F(
DArE
7-y
Sq QU T
NSTR1lC7-/
N
STRUCTURAL CALCULATIONS
a
OLD ® SAP, A N
FOR CO ®Y C
SATE RuCrIoN .
By
CALIFORNIA BUILDING CODE 2010
MAXIMUM CONSIDERED EARTHQUAKE
.
GROUND MOTION FOR REGION _
_......_.............
Y 4 1 i
ll
4l
.... ..TY'tA . ..
t 3
jay"__,....._-......_.. ..
a
OLD ® SAP, A N
FOR CO ®Y C
SATE RuCrIoN .
By
STRUCTURAL CALCULATIONS
OF
Qtjliv
N?
rro
c
DarE
of S
TRV
.
SITE CLASS DEFINITION=
-D
OCCUPANCY CATEGORY =
II
SEISMIC DESIGN CATEGORY =
D
LA QUINTA CALIFORNIA ZIP
92253
0.2 seg Ss=150%g 1.0 seg S1 60%g
SDs= 2/3 X SMS ISDI
=-2/3 X SM1 .
SDs =
1.07
SD1 =
0.6_
R=
6.5 ,TABLE 12.2 ASCE 7-05
IE =
..........._____........._..... ......................_.__._.._..__......._...............................__..........._.__........._....._.__..........._......_.._.....--__..._......_.......--_.._.._..._..._..........._..__...........................__.._..._.............:_........_...._.._..-..._
t—
1.0
0.2
...._..___.._...... _....... __...... ...
ASCE
_
BASE SHEAR V= Cs
W
0.165
W
(12.8-1)
Cs SDS / (R/IE)
0.165
(12.8-2-2)
_=
NOT EXCEED
Cs=SD1 / T( R/IE)
0.462
(12.8-3)
NOT LESS THAN
Cs =0.01
0.010
(12.8-5)
V=
1 0.161W
OF
Qtjliv
N?
rro
c
DarE
of S
TRV
.
STRUCTURAL CALCULATIONS
SHEAR WALL CONSTRUCTION
D1/2" GYPSUM WALL BOARD APPLIED DIRECTLY TO 2x STUDS WITH STANDARD WALL BOARD
NAILS (1 1/2" x 0.12" DIAMETER w/ 3/8" HEADS) OR 5d COOLER NAILS AT 7" O/C MAX. TO ALL
STUDS, SILLS, PLATES AND BLOCKING. ANCHOR w/ 5/8" DIAMETER x 10" LONG ANCHOR BOLTS
(wl 3" x 3" x 0.229" THICK PLATE WASHERS BETWEEN NUT AND WOOD SILL) @ 6'-0" O/C MAX
16° O.C. FRAMING
(ALLOWABLE LOAD: 75 pif — PER CBC 2010 TABLE 2306.7)
D 7/8" PORTLAND CEMENT PLASTER ON WOVEN WIRE OR EXPANDED METAL LATH NAILED
AT EACH STUD, SILL AND PLATE @ 6" O/C MAX. w/ No. 11 x 1'/" GALVANIZED NAILS WITH
7/16' DIAMETER HEADS OR ATTACHED w/ No. 16 GAUGE STAPLES HAVING 7/8" LONG
LEGS. ANCHOR w/ 5/8" DIAMETER x 10" LONG ANCHOR BOLTS 7" EMBED MIN (w/ T' x T, x
0.229" THICK PLATE WASHERS —SDC D ,BETWEEN NUT AND WOOD SILL) @ 48" O/C MAX
16" O.C. FRAMING
(ALLOWABLE LOAD: 180 pif — PER 2010 CBC TABLE 2306.7 )
THE NEXT THREE (3) SHEAR WALL TYPES SHALL ALL HAVE THE FOLLOWING
IDENTICAL STRUCTURAL I WOOD PANEL DIAPHRAGM: (WALL1 , 2 & 3 ONLY)
3/8" C -D EXPOSURE I APA PLYWOOD OR 3/8" ORIENTED STRAND BOARD APPLIED DIRECTLY
TO THE STUDS, WITH THE LONG DIMENSION OF FULL PANELS LAID PARALLEL OR
PERPENDICULAR TO THE LENGTH OF THE STUDS, ALL EDGES OF EACH PANEL SUPPORTED
ON STUDS, SILLS, PLATES OR BLOCKING AND NAILED AND ANCHORED AS FOLLOWS:
1 D8d COMMON NAILS @ 6" O/C AT ALL PANEL EDGES AND 8d COMMON NAILS @ 12" OIC AT
ALL FIELDS. ANCHOR WITH 5/8" DIAMETER BY 12" LONG ANCHOR BOLTS AT 48" OIC.
(ALLOWABLE LOAD: 280 Of — PER 2010 CBC TABLE 2306.3) *
CONSTRUCTION NOTE(S) 1 & 2 APPLY (NOTES 3, 4 AND 6 APPLY ONLY WHEN
DIAPHRAGM AT BOTH SIDES OF)
2 D8d COMMON NAILS @ 4" O/C AT ALL PANEL EDGES AND 8d COMMON NAILS @ 12" O/C AT
ALL FIELDS. ANCHOR WITH 5/8" DIAMETER BY 12" ANCHOR BOLTS AT 32" O/C.
(CALCULATE TO MAXIMUM OF 349 pif — PER 2010 CBC TABLE 2306.3) STUDS @16'30.0
CONSTRUCTION NOTE(S) 1 & 2 APPLY (NOTES 3, 4, 5 AND 6 APPLY WHEN DIAPHRAGM
AT BOTH SIDES)
3 D8d COMMON NAILS @ 3" OIC AT ALL PANEL EDGES AND 8d COMMON NAILS @ 12" O/C AT
ALL FIELDS. ANCHOR WITH 3/4' DIAMETER BY 12" LONG ANCHOR BOLTS AT 32" OIC.
(ALLOWABLE LOAD: 550 pif — PER 2010 CBC TABLE 2306.3 ) *
CONSTRUCTION NOTE(S) 1, 2, 3 & 6 APPLY (NOTES 4 & 5 APPLY WHEN DIAPHRAGM AT
BOTH SIDES)
NOTE VALUES ARE APPLICABLE TO DOUGLAS FIR LARCH
C/7 -y. 0p
ev/ D//V(3 & (J/ Vi'
AMINGjqj1 0 030'D, pp
Dqr o/v T- 'U 6
F N
gy
STRUCTURAL CALCULATIONS
20
4 1>15/32" STRUCT. I APA PLYWOOD OR 15/32" ORIENTED STRAND BOARD (OSB) APPLIED
DIRECTLY TO THE STUDS, WITH THE LONG DIMENSION OF FULL PANELS PARALLEL OR
PERPENDICULAR TO THE LENGTH OF THE STUDS, ALL EDGES SUPPORTED ON STUDS, SILLS,
PLATES OR BLOCKING AND NAILED AND ANCHORED AS FOLLOWS: 8d COMMON NAILS @ 2"
0/C AT ALL PANEL EDGES AND 8d COMMON NAILS @ 12" O/C AT ALL FIELDS. ANCHOR WITH %d'
DIAMETER ANCHOR BOLTS AT 16" 0/C. —STATE EMBEDDED DISTANCE 7" MIN
(ALLOWABLE LOAD: 730 pif — PER 2010 CBC TABLE 2306.3) *
CONSTRUCTION NOTE(S) 1, 2, 3, & 6 APPLY (4 AND 5 APPLY WHEN DIAPHRAGM AT
BOTH SIDES)
CONSTRUCTION NOTES:
1 3" x 3!'x 0.229"PLATE WASHERS SHALL BE PROVIDED BETWEEN ALL ANCHOR BOLT NUTS
AND THE WOOD SILL.
2 SEE ANCHOR BOLT CALCULATIONS FOLLOWING THESE NOTES IN THE CALCULATIONS.
3 EDGE NAILING AT ABUTTING PANEL EDGES FOR WALLS LOADED IN EXCESS OF 350 pff SHALL
BE APPLIED TO 3x OR WIDER STUDS.
4 APPLYING EQUAL THICKNESS STRUCTURAL WOOD PANELS TO BOTH STUD FACES OF A
SHEAR WALL AND WITH MATCHING NAILING FOR BOTH SIDES SHALL PROVIDE DOUBLE THE
LOAD CAPACITY OF WALLS HAVING THE SAME PANELS AND NAILING APPLIED TO ONLY ONE
FACE.
STRUCTURAL WOOD PANEL SHEAR WALLS WITH PANELS APPLIED TO BOTH FACES AND
WITH EDGE NAILING LESS THAN 6" O/C SHALL HAVE ABUTTING PANEL EDGES FOR ONE SIDE
OFFSET ONE STUD SPACE FROM THE OTHER SIDE (NOTE No. 3 ALSO APPLIES)
6 ALL SHEAR WALLS HAVING A LOAD CARRYING CAPACITY IN EXCESS OF 350 plf SHALL BE
PROVIDED WITH 3x P.T.D.F. SILL PLATES AND 12" LONG ANCHOR BOLTS OF THE DIAMETER
PROSCRIBED FOR THAT WALL CONSTRUCTION TYPE (ALL ANCHOR BOLTS SHALL BE SET T,
INTO CONCRETE)
7 WHERE THE CONTRACTOR DESIRES TO CONSTRUCT THE SLAB -ON -GRADE AND THE
FOOTINGS AND FOUNDATION IN A TWO POUR SYSTEM; ALL ANCHOR BOLTS SHALL HAVE A
MINIMUM LENGTH OF 14", SETTING THEM A MINIMUM OF 4" INTO THE TOP OF THE
FOUNDATIONS BEFORE POURING THE SLAB.
S ALL ANCHOR BOLTING, HOLDOWN BOLTS OR STRAPS AND OTHER FORMS OF CONCRETE
INSERTS SHALL BE SECURELY HELD IN PLACE WITH JIGS OR OTHER SUCH DEVISES PRIOR
TO REQUESTING FOUNDATION INSPECTION, DURING INSPECTION AND DURING ACTUAL
POURING OF CONCRETE.
9 ALL ANCHOR BOLTS AND HOLDOWN BOLTS SHALL BE BROUGHT PLUMB PRIOR TO THE
CONCRETE HARDENING. MECHANICAL STRAIGHTENING OF BOLTS AFTER THE CONCRETE
HAS HARDENED THAT RESULTS IN SLAB EDGE BREAKING SHALL RESULT IN REJECTION OF A
PORTION OF THE SLAB AND FOUNDATION BY THE ARCHITECT OR STRUCTURAL DESIGNER
OF RECORD AS HE DEEMS NECESSARY, ITS REMOVAL AND REPOURING OF THAT PORTION
OF THE CONCRETE.
10 HOLDOWN STRAP HOOKS SHALL BE STABLIZED DURING THE CONCJRETE POUR IN ORDER TO
ENSURE THEY REMAIN AT THE MANUFACTURER'S PROSCRIBED ANGLE OF INSER-TION
11 ATTACHMENT OF A 3x SILLPLATE TO FLOOR FRAMING BELOW SHAh!B'E MAN&WITH HES'-- ,
USE OF SIMPSON SDS %x6 WOOD SCREWS AT 3" o/c. r 0 , ,[
12 ATTACHMENT OF A 2x SILL PLATE TO FLOOR FRAMING BELOW/SHALlLj6lLEL`MW'%lAADlE WITW` TFIE , l r
USE OF 16d @ SPACING INDICATED AT THE SHEAR WALL TABULATION. , SEPT.
FOR CO t k o VED
DA7-E ON
STRUCTURAL CALCULATIONS
FOUNDATION
SOIL PRESSURE =] 1000 PSF
'LOADING
....................... . .... .. .... . . . . ............. . ....... ........ .. . ........ . . ................ .............. ..... .... . .. . . ................................... . .......... .. . ......... . ............... -
............ . . .....
ROOF 35
EXT. WALLS = i 15
H-1 = 13 Ift
. ... .................. . ... ......... ......... ...... ......... ..... .............. . . . ........... . ............... ..... . . . . . ............. .. .......... . . .......... ...... . . . .... . .......... . .
TYPICAL PERIMETER FOOTING AT I STORY
----------- - - .............. ..... . . ........... . ........ . .. ................. . ...... . . .................... . . ..... . .......... . . . . ....... ... . ..................... . .
Trib. Area (ft)=1 18
LOADING
ROOF 30
WALL = 195 #1
W=l 825 #1
.......... . ............. . .............. ............. . ....... . ... .......... ..... . ............................
. . .. ......... . ............ . ............. . . . ................... .... ........ . ....... .. . ........ . ............ . .... ... .....
REQ'D WIDTH 0.825 FT FT LE
TH
..........
12" WIDE x 12" CONTIN PERIM FT,
AND 2 # 4 BARS, CONTI N.
. ........ .. . .... . ... . . ........ . ............ .
-------- ----------- - -- - - -- - - - -----------
FOOTING FOR POST 4x6
. . ... .................. . . ... . ....... . . ................ . -- . . . . ............
LOADING :
........................ . ...
3600 1
W b
AREA = 3.60 sf
. ........ . ... .. ........ . ... . . . .. .........
. ...... ........ .......... . . ........
:24" SQ x12" THK FOOTING
14-4-#4EA: AYI
OF. IQtjl r
NG sAp&4
7 Y T.
FOR C7.V EPONS7-RUCTION
8Y
`io 1 o Z n l • o o `o U
® V
fla"in a JoeStem r
N wngle -Family Rosi
-7,2-275 Avenida Martini
vqn
uinta, CA 92253
Truss Calculations
Job # ITL -131109A -PD
r
7 %
v, 14
.4
LO
0 CIO ds
dsG did 7 co 0
.L
P CG 7 d0
Q'. r
0 o^ 0- C-1
c+o 3m
CO Jd, 00 cit '
00 0^ d
'} 'Al u A
All erasion a— n—n—ty of I—rl.l -r-- —A I
Bu W:
bu Os:
Brian & Joe Stemmer
01/24/2014
ABOVE PLAN PROVIDED FOR TRUSS
PLACEMENT ONLY. REFER TO TRUSS
CALCULATIONS AND ENGINEERED
ITL -131109A -PD
STRUCTURAL DRAWINGS FOR ALL
FURTHER DRAWINGS FOR ALL
FURTHER INFORMATION. BUILDING
DESIGNERDLE
il {{ ® (y SRI
I B ./{I /i ' ( E CO.
.
Drew eY:
""d1 N°i
1/A
FOR NON-TRUSS
TO TRUSRESPONS CONNECTIO S. BUILDING
OD
OESIGNER I ENGINEER OF O REV
T IEWAN-APPROVRECORD
52-275
DESIGNS PRIOR TO CONSTRED UCTION.
!ll i IIIiiL ,■■{ l fL li
CA° . BY.
u.wni
Avenida Martinez - La Quinta, CA 92253
mnc"nhbn
N.T.S.
LUMBER SPECIFICATIONS
TC: 2x4 OF q1;
2x4 OF q2 T1, T2
BC: 2x4 OF k2
WEBS: 2x4 OF STAND
TC LATERAL SUPPORT <= 12'OC. LION.
BC LATERAL SUPPORT <= 12'OC. UON.
Staple or equal at non-structural
vertical members (uon).
Unbalanced live loads have been
considered for this design.
Connector plate prefix designators:
C,CN,Cl8,CN18 (or no prefix) = CompuTrus, Inc
M,M20HS,MIBHS,Y16 = MiTek YT series
v
c%d
0
0
TRUSS SPAN 24'- 0.0'
LOAD DURATION INCREASE = 1.25
SPACED 24.0' O.C.
LOADING
LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF
DL ON BOTTOM CHORD = 7.0 PSF
TOTAL LOAD = 41.0 PSF
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF CBC 2010 NOT BEING YET.
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
12-00 12-00
8-06-15 5-06 5-06
12
3.25 0 M-48
This design prepared from computer input by
IMPERIAL TRUSS AND LUMBER
CBC201O/IBg2009_1.. AX MEMBER FORCES 4W /GDF/Cq=1.00
1- 2=(-2278) 703 1-6=(-6,Z6) 2153 2. 7=(-697) 270
2- 3=(-1587) 435 6. 7=(-6601 2152: 3=( -47) 470
3. 4=(-1587),,435 f-.7. 8=(•660) 2152 7. 4=(-697) 270
4- 5=(-2278)^•703 a8- 5=(-676) 2153
W
BEARING MAX VERT - QAX HOHZ" BRIG REQUIRED BRG AREA
LOCATIONS REACTIONS REACTIONS) SIZE SO.$N. (SPECIES)
01- 0.0' •133/ 23V 7/ L1 ION. 0.00' 0. 0 yyyyyy"( 0)
1'- 6.7' •307/ 12,19VV 719r / 2225H 29.00' 1. 5 DF ( 625)
2'- 5.0' -102/ 254V 325/!324 29.00' 0. 1 OF ( 625)
21'- 7.0' -102/ 254Vj 1325(y`324 29.00' 0J41 OF ( 625)
22'- 5.3' •307/ 1219V' -2225/ 197.H 29.00 1,95 OF ( 625)
24'- 0.0' -133/ f 23VYY (J OP 7t , ILOH 0.0FO 0.00 OF ( 625)
VERTICAL DEFLECTIOI'L:IMF : LL=L/360, TL=L/240
MAX LL DEFL)= (16.00Q' @3 0'- O.Or ?!lowed = 0.138'
MAX TL CREEP DEFL=' 0.d'O6' @ 0'- 0.0' Allowed = 0.208'
MAX LL DEFL ='0.136' @- 12'• O.Q' Allowed = 0.639'
MAX TL CREEP DEFL' 4-0.343! ? 12'• 0.0' Allowed = 0.958'
MAX LL PEEL =X0:000 @j 0'• OJO' Allowed = 0.138'
MAX TL CREEP AEFL 0.000 ,@ 0'• 0,0' Allowed = 0.208'
RECOMMENDED CAAMM8E4 BATED ONLOL DEFL/0.(224'
)YAX HORIZ. LL DEFL = -0.038_' @/ 24' • 0.0'
YAX HORIZ_ EFL = 0. DO' @444999 24'• 0.0'
COND:`2':-3000..00 LBS SEISMIC LOAD,
Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 95 mph, h=15ft, TCDL=8.4,BCDL=4.2, ASCE 7-05,
Enclosed; Cat.2, Exp.C, MWFRS,
interior zone, load duration factor=1.6 „
Truss designed for wind loads
8-06-15 in the plane of the truss only.
12 Note: Outlo ker truss. Upper top chords require same material
as structural top chord. Connect with M -3x6
a 3,25 min typical 36'oc (uon).
4-05-15
L
2-00
JOB NAME: Brian & Joe Steemer - Al
Truss: Al
DES. BY: LJ
DATE: 1/24/2014
SEQ.: 5801929
TRANS ID: 389607
• I IIIIII II II VIII VIII I III VIII I III IIII IIII
9-07
M-W2(S) .
24-00
9-07
2-05
Scale: 0.2517
WARNINGS:
GENERAL NOTES, unless otherwise noted:
1. Builder and erection contractor should be advised of all General Notes
1. This design is based only upon the parameters shown and is for an individual
and Warnings before construction commences.
building component. Applicability of design parameters and proper
2. 2x4 compression web bracing must be installed where shown +.
incorporation of component is the responsibility of the building designer.
3. Additional temporary bracing to Insure stability during construction
2• Design assumes the top and bottom chords to be laterally braced at
is the responsibility of the erector. Additional permanent bracing of
7 o.c. and at 10' O.C. respectively unless braced throughout their length by
continuous sheathing such as plywood sheathing(TC) and/or drywall(SC).
the overall structure is the responsibility of the building designer.
3. 2x Impact bridging or lateral bracing required where shown ++
4. No bad should be applied to any component until after all bracing and
4. Installation of truss is the responsibility of the respective contractor.
fasteners are complete and at no time should any loads greater than
5. Design assumes trusses am to be used in a noncorrosive environment,
design bads be applied to any component.
and are for "dry condition' of use.
S. CompuTr s has no control over and assumes no responsibility for the
6. Design assumes full bearing at all supports shown. Shim or wedge if
fabrication, handling, shipment and Installation of components.necessary.
6. This design Is furnished subject to the limitations font by
T Design assumes adequate drainage is presided.
set
TPINVTCA in SCSI, copies of which will be furnished upon request.
8. Plates shall be located on both faces of buss, and placed so their center
lines coincide with joint center tines.
9.Digits Indicate size of plate in Inches.
MiTek USA, Inc./CompuTrus Software 7.6.6(1 L) -E
10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek)
is 11111111111111
LUMBER SPECIFICATIONS
TC: 2x4 OF k2
BC: 2x4 OF q2
WEBS: 2x4 OF STAND
TC LATERAL SUPPORT <= 1210C. LION.
BC LATERAL SUPPORT <= 1210C. LON.
Connector plate prefix designators:
C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc
M,M20HS,M18HS,M16 = MiTek MT series
v
C; :
0
0
TRUSS SPAN24'- 0.0'
LOAD DURATION INCREASE = 1.25
SPACED 24.0' O.C.
LOADING
LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF
DL ON BOTTOM CHORD = 7.0 PSF,
TOTAL LOAD = 41.0 PSF
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF CBC 2010 NOT BEING MET.
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
12-00
This design prepared from computer input by
IMPERIAL TRUSS AND LUMBER
Design conforms to main windforce=resisting
system and -components and cladding criteria..
Wind: 95 mph- 15f4, TCD L-=4r2 ASCE 7-05.,
Enclosed; dat'.2, Exp.C, MWFRS,I
interior zone, load duration factor
Truss-desi'gn:ed for .wind loads'
inith pla6o
ne fxth uss only.
. Note:,Tr,usSadesign requires continuous
+ %_ beaFinA-wall for entire scan UON:
. cfOx
co
C, IrCoz
O o
12-00 q
6-06 5-06 5-06 6-06
12 12
3.251 M -4X6 a 3.25
A ni,
2-00
M -3x4
JOB NAME: Brian & Joe Steamer - A2
Truss: A2
DES. BY: LJ
DATE: 1/24/2014
SEQ.: 5801930
TRANS ID: 389607
` I IIIIII I II II II VIII VIII VIII VIII IIII IIII
M -3x4
12-00 12-00
L
10-00 14-00
24-00
2-00
v
0
0
Scale: 0.3142
WARNINGS: GENERAL NOTES, unless otherwise noted:
1. Builder and erection contractor should be advised of all General Notes
1. This design is based only upon the parameters shown and is for an Individual
and Warnings before construction commences.
building component. Applicability of design parameters and proper
2. 2x4 compression web bracing must be installed where shown +.
incorporation of component Is the responsibility of the building designer.
3. Additional temporary bracing to insure stability during construction
2. Design assumes the top and bottom chords to be laterally braced at
Is the responsibility of the erector. Additional permanent bracing of
the Overall structure is the responsibility of the building designer.
2' o.c. and at 10' o.c. respectively unless braced throughout their length by
continuous sheathing such as plywood sheathing(TC) and/or drywall(SC).
3. 2x Impact bridging or lateral bracing required where shown ++
gwA
4. No load should be applied to any component until after all bracing and
4. Installation of truss is the responsibility of the respective contractor.+
fasteners ere complete and at no time should any loads greater than
design loads be applied to any component.
5. Design assumes trusses are to be used in a noncorrosive environment,
and are for *dry condition' of use.
6. Design full bearing Shim
y y y
5. CompuTrus has no control over and assumes no responsibility for the
assumes at all supports shown. or wedge if
fabrication, handling,necessary'
shipment and Installation of components.
8. This design is furnished subject to the limitations set forth by
7. Design assumes adequate drainage is provided.
8. Plates shall be located on both faces of truss, and placed so their center
/
TPIAYTCA in SCSI, copies of which will be furnished upon request.
lines coincide with joint center Ones.
or
9.Digits indicate size of plate In Inches.
MiTek USA, Inc./CompuTrus Software 7.6.6(1 L) -E
10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek)
2-00
v
0
0
LUMBER SPECIFICATIONS
TC: 2x4 OF q2
BC: 2x4 OF SS
WEBS: 2x4 OF STAND
TC LATERAL SUPPORT <= 1210C. UON.
BC LATERAL SUPPORT <= 1210C. UON.
OVERHANGS: 24.9' 24.9'
Connector plate prefix designators:
C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc
M,M20HS,M18HS,M16 = MiTek YT series
v
0
0
12-00
6-06
TRUSS SPAN 24'- 0.0'
LOAD DURATION INCREASE = 1.25
SPACED 24.0' O.C.
LOADING
LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF
DL ON BOTTOM CHORD = 7.0 PSF
TOTAL LOAD = 41.0 PSF.
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
RE0UIREMENTS OF CBC 2010 NOT BEING MET.
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
5-06
5-06
This design prepared from computer input by
IMPERIAL TRUSS AND LUMBER
CBC2010/IBC2009 MAX MEMBER FORCES 4W /GDF/Cq=1.00
1- 2=( =36:)36 2- 8=(-569) 2515 3. 8=(-776) 235
2. 3=(-2665) 6i6 -8--6z,(.;569) 2515 8- 4=( -19) 673
3- 4=(-1;900,=380, 8'- 5=(-776) 235
4- 5=(-',966)'a360:
5.6=(-2665) 626
6- 7=(
"► Q/ z
,l
BEARING MAX VEHT YAXYHO BRG flEOUIRED BRG AREA
LOCATIONS REACTIONS +IIEAZT NS SIZE SO. (SPECIES)
0'- 0.0 -128/ 1123V 014 C83H 3.50' 1.80 OF ( 625)
24'- 0.0' 128/ 1 123+V -8) 63H 3.50' 1.80 OF ( 625)
VERTICAL EF TION LI_YITS: LL=y,136 , TL=L/240
MAX 11L `DEFL '=J 0._037'@, -2'- L0,1 5' Allowed = 0.138'
MAX TL CREEPLOEFLg- -0:042'f@ -2'- 0.5' Allowed = 0.208'
MAX LL $EFL 0'136,@ 12'- 0.0 Allowed = 0.781'
MAX TL CREEPjOEFI 3 -.0.','404;@ 12'- ¢.0 Allowed = 1.171'
MAX LL'-DEFL= 0:037''@ 26'- 0.5 Allowed = 0.138'
MAX TL CREEPS DEFL = 0 042)@ 26' - 0. S' Allowed = 0.208'
RECOMMENOEOsCAMBEER (BASED"ON OL DEFL'= 0.270'
t
MAX HOR:IZ. L -L DEFL = -0.06 :@ 23'- 8.5'
(YAl( HO RIZ. TL DEFL = 0.0 1' @ 23'- 8.5'
`•/ sign conforms toLmaltg windforce-resisting
system and compon l{s j¢It cladding criteria.
Wind: 95 mph, h=i51t-TCOL=8.4,BCDL=4.2, ASCE 7.05,
Enclosed, Cat.2, Exp.C, MWFRS,
12-00 interior zone, load duration factor=1.6 „
Truss designed for wind loads
6-06 in the plane of the truss only.
12
3.25 C----M-46a 3.25
2-00
12-00 12-00
L L
10-00 14-00
JOB NAME: Brian 8 Joe Steamer - A3
Truss: A3
DES. BY: LJ
DATE: 1/24/2014
SEG.: 5801931
TRANS ID: 389607
' I IIIIII II II VIII VIII VIII II II VIII I II IIII
24-00
2-00
'T
0
0
Scale: 0.2642
I
WARNINGS: GENERAL NOTES, unless otherwise noted:
1. Builder and erection contractor should be advised of all General Notes
1. This design is based only upon the parameters shown and is for an individual
and Warnings before construction commences.
building component. Applicability of design parameters and proper
2. 24 compression web bracing must be installed where shown +.
incorporation of component is the responsibility of the building deslpner.
3. Additional temporary bracing to insure stability during construction
2. Design assumes the top and bottom chords to be laterally braced e[
06
Is the responsibility of the erector. Additional permanent bracing of
the weran structure is the responsibility the building designer.
2' O.P. and at 10' o.c. respectively unless braced throughout their length by
continuous sheathing such as plywood h,%ur rg(TC) and/or drywall(BC).
of
4. No load should be applied to any component until after all bracing and
3. 2x Impact bridging or lateral brsodng regdred where shown ++
4. Installation of truss is the responsibifity of the respective contractor.4
wA
fasteners am complete and at no time should any loads greater than
5. Design assumes trusses are to be used In a noncorrosive environment,
design loads be applied to any component.
and are for'dry condition' of use.
a. Design full bearing
S y Z
5. CompuTrus has no control war and assumes no responsibility for the
assumes at all supports shown. Shim or wedge if
fabrication, handling, shipment and installation of components.
S. This design is furnished subject to the limitations set forth
I8 1 by
necessary.
T'. Design assumes adequate drainage is provided.
S. Plates shall on both faces o truss, and placed so their ceder
A
TPIANrCA in SCSI, copies of wMch will be furnished upon request
a with
lines coincide with jdnt center Ones.
join
OF
K
MiTek USA, Inc./CompuTrus Software 7.6.6(1 L) -E
9.Digits indicate size of plate In inches.
10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek)
111111111
LUMBER SPECIFICATIONS
TC: 2x4 OF qt;
2x4 OF q2 T1 -T4
BC: 2x4 OF 112
WEBS: 2x4 OF STAND
TC LATERAL SUPPORT <= 12'OC. UON.
BC LATERAL SUPPORT <= 12'OC. UON.
Staple or equal at non-structural
vertical members (uon).
M -3x4 where shown; Jts:1,3,5,7-8,10
Connector plate prefix designators:
C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc
M,M20HS,MIBHS,M16 = MiTek MT series
v
M
0
0
TRUSS SPAN 42'- 4.0'
LOAD DURATION INCREASE = 1.25
SPACED 24.0' O.C.
LOADING
LL( 20.0)tDL( 14.0) ON TOP CHORD = 34.0 PSF
OL ON BOTTOM CHORD = 7.0 PSF
TOTAL LOAD = 41.0 PSF
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF CBC 2010 NOT BEING MET. .
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
21-02
This design prepared from computer input by
IMPERIAL TRUSS AND LUMBER
ICOND. 2: 3600.00 LBS SEISMIC LOAD. I
Design -conforms to main windforce-resisting
system and componen.ts,a d cladding criteria.
Wind: 95Jmp11` h4l ft TCDL=8.4,BCDL= 4. , ASCE 7-05,
Enclosed,CCat.2, Exp.C, MWFRS,
interior /zone, load duration lac or=1 .6„
Truss=deaigned ori indloads
yn he plane of thDtruss only.
Note: outlooker truss. UpperktopIc`hords requite same material
as structural top'chord.' Connectr th M•3x8
min typical 36'oc (tion) . J
L05M
Trdss,( jesign r q i as continuous
bearing wall a tire span JON.
.0
C)21-020
11-06-03 9-07-13 I 9-07-13 10-06-03
7-08-11 6-08-11 6-08-11 6-08-11 618-11 7-08-11
12 12
3.25 v M -4X8 a 3.25
2-00
JOB NAME: Brian 8 Joe Steemer - B1
Truss: B1
DES. BY: LJ
DATE: 1/24/2014
SEQ.: 5801932
TRANS ID: 389607
11111111111111111111111111111111111111111 IIII
11-01
14-00
10-01
14-04
42-04
10-01
11-01
14-00
4 v
co
0
0
Scale: 0.1986
WARNINGS:
GENERAL NOTES, unless othewdse noted:
1. Builder and erection contractor should be advised of all General Notes
1. This design Is based only upon the parameters shown and Is for an individual
and Warnings before construction commences.
building component Applicability of design parameters and proper
2. 2x4 compression web bracing must be installed where shown +
Incorporation of component is the responsibility of the building designer.
3. Additional temporary bracing to Insure stability during construction
2. Design assumes the top and bottom chords to be laterally braced at
is the responsibility of the erector. Additional permanent bracing of
2' a . and at 10' o.c. respectively unless braced throughout their length by
continuous sheathing such as plywood sheathing(TC) and/or drywall(SC).
the overall structure is the responsibility of the building designer.
3. 2x Impact bridging or lateral bracing required where shown ++
4. No load should be applied to any component until after all bracing and
4. Installation of truss is the responsibility of the respective contractor.
fasteners are complete and at no time should any loads greater than
5. Design assumes trusses are to be used in a non -corrosive environment,
design loads be applied to any component.
and are for *dry condition' of use.
S. CompuTrus has no control over and assumes no responsibility for the
6. Design assumes full bearing at all supports shown. Shim or wedge if
fabrication, handing, shipment and installation on of components.
7, Design assumes adequate drainage is provided.
6. This design is furnished subject to the imitations set forth by
8. Plates shall be located on both faces of truss, and pieced so their center
TPUWFCA in SCSI, copies of which will be furnished upon request.Tines
coincide with joint center Ones.
9. Digits Indicate size of plate in Inches.
MiTek USA, Inc./CompuTrus Software 7.6.6(1 L) -E
10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek)
11-01
14-00
4 v
co
0
0
LUMBER SPECIFICATIONS
TC: 2x4 OF #1&BTR;
2x4 OF #2 T2, T3
BC: 2x4 OF #2
WEBS: 2x4 OF STAND;
2x8 OF #1 A
TC LATERAL SUPPORT <= 12'OC. UON.
BC LATERAL SUPPORT <= 12'OC. U0
N.
OVERHANGS: 24.9' 0.0'
Connector plate prefix designators:
C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc
Y,M20HS,M18HS,M16 = MiTek YT series
JT 8: Heel to plate corner = 1.25'
v
Cx
0
C3
7-08-11
12
3.25 C:---
TRUSS SPAN 42'- 4.0''
LOAD DURATION INCREASE = 1.25
SPACED 24.0' O.C.
LOADING
LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF
OL ON BOTTOM CHORD = 7.0 PSF
TOTAL LOAD = 41.0 PSF
BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE
LIVE LOAD AT LOCATIONS) SPECIFIED BY CBC 2010.
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF.
21-02
6-08-11 6-08-11
M -4x6
6-08-11
This design prepared from computer input by
IMPERIAL TRUSS AND LUMBER
CBC2010/IBC2009 MAX MEMBER FORCES 4W /GDF/Cq=1.00
1- 2=( -36) 36 2•'r9={-1235) 240 3. 9=( •578) 155
2- 3=( -273) 1358 910=( -228)-9:L4 9. 4=(-3064) 696
3. 4=( -360) 1660 10.11=(--365) 1562 4.1O=(--;,79) 699
4- 5=(•1433) 314 11!121-(,-380) 2729 10-5=( -4144)7 159
5- 6=(•2385) 498 12'-(6=(> _782) 3751 5-11=( -151 1161
6- 7=(-3682) 709 11- 6=( 87 226
226
7- 8=(-3959) 823 6-12=( ,107)) 951
/25 Q Q 12- 7=( 478) 174
BEARING MAX VERT YAX HORZj_ BRG REOMIRED ERG AREA
LOCATIONS REACTIONSy ,R'EACTIONS SIZE SO.IN. (SPECIES)
0'- 0.0' -113/ 130V -133/ X12 1P 3.50' 0.2]1 OF ( 625)
9' 1.7' -184/ 2496,V = 0/ OHS 3.50' x3.81 OF ( 625)
42'- 4.0' -108/ 1(Y385V -'1 31C27.H 3.50}/212 OF ( 625)
VERTICAL+ DE C-T`IONfLIIld LL=L/360, TL=L/240
MAX LL OEFLA- 0 031'x@ '---2' - 0.5'' Allowed = 0.138'
MAX TL CREEP DE,FL."= (0 042" @ 2'- 0.5' Allowed = 0.208'
MAX LLGDEFL .1 2,_6' @ 7'• 8.21 allowed = 0.290'
MAX LLlDEFL =. Q.2, 15 @a
3.4 : llowed = 1.092'
MAX TL CREEP] DEfL'0.884' @r33'- 3.4' Allowed = 1.637'
MAX BC PANEL TL t. EL = •0.:1:05'' @ 4'- 4.4' Allowed = 0.531'
RECOMMENDED CAMBER -(BASED ON4&DEFL)= 0.452'
r1 J L
YAX-HORIZT LL DEFL = -0.045-/@ 42'- 0.5'
A-X.HORIZ, TL DEFL = 0.00- @ 42'- 0.5'
Des`ign=con,f-o_ mms to main w ndforce-resisting
system and components amend cladding criteria.
Wind: 95 mph, h=15ft, TCDL=8.4,BCDL=4.2, ASCE 7-05,
Enclosed, Cat.2, Exp.C, MWFRS,
interior zone, load duration factor=1.6 „
Truss designed for wind loads
21-02 in the plane of the truss only.
6-08-11 7-08-11
12
a 3.25
L 9-01-12 8-00-09
2-00 WEDGE REOUIRED AT HEEL(S).
PROVIDE FULL BEARING•Jts:2 9 8
JOB NAME: Brian & Joe Steamer - B2
Truss: B2
DES. BY: LJ
DATE: 1/24/2014
_ SEQ.: 5801933
TRANS ID: 389607
• IIIIIII VIII VIII VIII VIII VIII VIIIIIII IIII
M-5x6(S) M-5x8(S)
WARNINGS:
1. Builder and erection contractor should be advised of all General Notes
and Warnings before construction commences.
2. 2x4 compression web bracing must be installed where shown +.
3. Additional temporary bracing to Insure stability during construction
Is the responsibility of the erector. Additional permanent bracing of
the overall structure is the responsibility of the building designer.
4. No load should be applied to any component until after all bracing and
fasteners are complete and at no time should any loads greater than
design loads be applied to any component.
5. CompuTrus has no control over and assumes no responsibility for the
fabrication, handing, shipment and installation of components.
6. This design is furnished subject to the limitations set forth by
TPINVTCA in BCSI, copies of which will be furnished upon request.
MiTek USA, Inc./CompuTrus Software 7.6.6(1L) -E
8-00-09
42-04
8-00-09
Scale: 0.1749
GENERAL NOTES, unless otherwise noted:
1. This design is based only upon the parameters shown and is for an individual
bddding component. Applicability of design parameters and proper
Incorporation of component is the responsibility of the building designer.
2. Design assumes the top and bottom chords to be laterally braced at
2' o.c. and at 10' o.c. respectivety unless braced throughout their length by
continuous sheathing such as plywood sheathing(TC) and/or drywall(SC).
3. 2x Impact bridging or lateral bracing required where shown ++
4. Installation of truss is the responsibiGry of the respective contractor.
5. Design assumes trusses are to be used in a non -corrosive environment,
and are for *dry condition' of use.
6. Design assumes full bearing at all supports shown. Shim or wedge if
necessary.
7. Design assumes adequate drainage is provided.
B. Plates shall be located on both faces of truss, and placed so their center
lines coincide with joint center Ones.
9.Digits indicate size of plate in Inches.
I.
For basic connector plate design values see ESR -1311, ESR -1988 (MiTek)
9-00-09
v
cm
0
0
LUMBER SPECIFICATIONS
TC: 2x4 OF #2;
2x4 OF #1&BTR T,;
2x4 OF SS T4
BC: 2x4 OF #2;
2x4 OF #1&BTR B1
WEBS: 2x4 OF STAND;
2x8 OF #1 A
TC LATERAL SUPPORT <= 12 -OC. LION.
BC LATERAL SUPPORT <= 1210C. LION.
OVERHANGS: 24.9' 0.0'
Unbalanced live loads have been
considered for this design.
Connector plate prefix designators:
C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc
M,M20HS,M18HS,M16 = YiTek YT series
JT 8: Heel to plate corner = 1.25'
21-02
7-08-11 6-08-11
12
3.25 c---
v
m
0
0
M-7x8(S)
TRUSS SPAN 42'- 4.0'
LOAD DURATION INCREASE = 1.25
SPACED 24.0. O.C.
LOADING
LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF
OL ON BOTTOM CHORD = 7.0 PSF
TOTAL LOAD = 41.0 PSF
BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE'
LIVE LOAD AT LOCATION(S) SPECIFIED BY CBC 2010.
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF.
21-02
6-08-11 6-08-11 6-08-11
M -4x6
4X n
5 4
This design prepared from computer input by
IMPERIAL TRUSS AND LUMBER
CBC2010/IBC2009 MAX MEMBER FORCES 4W /GDF/Cq=1.00
1- 2=( -36) 36 2r9=(--A239J 243 3.10=( -549) 147
2- 3=( •276) 1363 9-10=(-1289)-243 1 -.4=(•3208) 706
3- 4=( •320) 1510 10-11Y(°'-300) 1283 4-T2"(--3 540
4• 5=(•1673) 360 11;/12=1 •t328) 1283 12- 5=( -347;1 134
5- 6=(-2516) 524 12-13=(' 402) 1752 5-13=( -139,1 1124
6- 7=(-3835) 737 13-T4=( , 8) 2914 13- 6=( 9021) 228
7- 8=(-4142) 861 1.4 X08 ( 699)33927 6-14=( /-95) 917
BEARING MAX VERT AX HORZf BAG REOIJIREO BAG AREA
LOCATIONS REACTIONS /1REACTIONS) SIZE SO.AN. (SPECIES)
01• 0.0' -163/ 120V -527/ 'k*62H 3.50' 0.1j9 OF ( 625)
7'- 6.0' 0/ 364V'r 2156/ 1,1;H! 21.50' /0.58 OF ( 625)
8'- 4.7' •322/ 2038V c_95( 717H 21.50' 3.,26 OF ( 625)
9'- 3.5' 0/ )326V -J (321/ 328H 21.50' 0,452 OF ( 625)
42'- 4.0' -112/ 143.7,95./%"13! H 3.50 j 2130 OF ( 625)
VERTICAL 0 LECTION LIWI : LL=L/34 1rL=L/240
MAX LL DEFL=ZO.03i" @j-2'- 0.5j Allowed = 0.138'
MAX TL CREEP DEFL =--0.042' 0'--2'- 0.5' Allowed = 0.208 -
AX LL OEFL' , O.225," @ 33'• 1.2' Allowed = 1.092 -
MAX TL CREEP DEFL E-jO.723'(0) 33'- 1.2' Allowed = 1.637'
MAX TC PANEL LL DEFL --0.153' @ 3'- 510' Allowed = 0.454'
MAX TC PANEL fL(OEFL a -0.237'1@• 3'- ,Soli' Allowed = 0.682'
RECOMMENDED CAYBER '(BASED ON OL DEFL)= x499
YAX'HORIZ. LL DEFL = -0.0,52 @,1 42'- 0.5'
MAX HORIZ.`rI DEFLz=001107' @ 42'• 0.5'
Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 95 mph, h=15ft, TCOL=8.4,BCDL=4.2, ASCE 7-05,
Enclosed, Cat.2, Exp.C, MWFRS,
interior zone, load duration factor=1.6 „
Truss designed for wind loads
in the plane of the truss only.
7-08-11
12
a 3.25
0 10 12 M-5x12(S) M-5x8(S)
L L- L L
4 L
7-06 0-10, -12 7-04-01 8-02-13 8-02-13 9-02-13
2-00 WEDGE REQUIRED AT HEEL(S). 42-04
PROVIDE FULL BEARING'Jts:2 10 8
JOB NAME: Brian & Joe Steamer . B3
Scale: 0.1624
v
0
0
ewe""
//Z moi' /I'4
WARNINGS:
GENERAL NOTES, unless otherwise noted:
1. Builder and erection contractor should be advised of all General Notes
1. This design is based only upon the parameters shown and Is for an Individual
Truss: B3and
Warnings before construction commences.
building component. Applicability parameters and proper
2. 2n4 compression web bracing must be Installed where shown
incorporation of component is the responsibility of the building designer.
DES. BY: LJ
3. Additional temporary bracing to insure stability during construction
2. Design assumes the top and bottom chords to be laterally braced at
2' o.c. and at 10' o.c. respectively unless braced throughout their length by
is the responsibility of the erector. Additional permanent bracing of
continuous sheathing such as plywood sheathing(TC) and/or drywall(BC).
DATE • 1/24/2014
the overall structure is the responsibility of the building designer.
3. 2r Impact bridging or lateral bracing required where shown ++
SEQ 5801934
4. No load should be applied to any component until after all bracing and
fasteners
4. Installation of buss is the responsibility of the respective contractor.
5. Design busses to be In
_ .:
TRANS I D : 389607
are complete and at no time should any loads greater than
design loads be applied to any component.
5. CompuTrus has no control over and assumes no responsibility for the
assumes are used a non -corrosive environment
and are for'dry condition' of use.
6. Design assumes full Dearing at all supports shown. Shim or wedge if
fabrication, handling, shipment and installation of components.
necessary.
7. Design assumes adequate drainage is provided.
6. This design is furnished subject to the limitations set forth by
8. Plates shall be located on both faces of buss, and placed so their center
in BCSI, copies of which will be furnishedupon request
lines coincide with jcenter Imes.
_
111111
VIII
VIII
VIII
VIII
II
II VIII
I II
IIIITPUWTCA
9. Dig ns Indicate size of of p plate in Inches.
Mi7ek USA, Inc./CompuTrus Software 7.6.6(1 L) -E
10. ForDasie connector plate design values see ESR -1311, ESR -1988 (MTek)
v
0
0
ewe""
//Z moi' /I'4
LUMBER SPECIFICATIONS
TC: 2x4 OF N1&BTR;
2x4 OF q2 T1;
2x4 OF SS T4
BC: 2x4 OF p1&BTR;
2X4 OF H2 01;
2x4 OF SS 82
WEBS: 2x4 OF STAND
TC LATERAL SUPPORT <= 12'OC. UON.
BC LATERAL SUPPORT - 1210C. UON.
OVERHANGS: 24.9' 0.0'
Unbalanced live loads have been
considered for this design.
Connector plate prefix designators:
C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc
M,M20HS,M18HS,M16 = MiTek MT series
21-02
5-04-02 4-04-02 4-04-02
12
3.25 I�
TRUSS SPAN 42'- 4.0'
LOAD DURATION INCREASE = 1.25
SPACED 24.0' O.C.
LOADING
LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF
OL ON BOTTOM CHORD = 7.0 PSF
TOTAL LOAD = 41.0 PSF
BC CONC LL( 100.0)+DL( 0.0)= 100.0 LBS @ 21'- 2.0'
BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE
LIVE LOAD AT LOCATION(S) SPECIFIED BY CBC 2010.
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF.
M-5x6(S) M -3x45
0.25°
M-1 .5x4
3
v
t7�t
0
CD M -3x4 12 M 3x8 1.25°
M-5x6(S)
4-07-10 2-06 2-06
M -4x6
4.0° M -3x4
M -3x8 7 4y
15 3.0°
0
o
5-00
7-07-12 5-04-06 5-06-02
2-00 1PROVIDE FULL BEARING:1
JOB NAME: Brian & Joe Steamer . 84
Truss: B4
DES. BY: LJ
DATE: 1/24/2014
SEQ.: 5801935
TRANS ID: 389607
I IIIIII VIII VIII VIII VIII VIII VIII I II IIII
This design prepared from computer input by
IMPERIAL TRUSS AND LUMBER
CBC2010/IBC2009 MAX MEMBER FORCES 4W /GDF/Cq=1.00
1. 2=( -36) 36 2.12=(-206)822„3-12=( •488) 114 9-17=( -36) 663
2- 3=( -874) 272 12.13=(-234) 1258 12.4 (1;851)) 421 17-10=(-481) 202
3- 4=( -731) 677 13.14=(•442) 2157, 4-13=( -202)11'01=7
4- 5=(•2103) 421 14.16=(-544), 259b, X1.3, 5=( •703) 195
5- 6=(-2690) 566 16.17=(-730) 3657 ?5.14=( -129) 582
6- 7=( -675) 198 17.11=(•925•) 4481 19. 6=( -3) 102
7- 8=( -576) 180 C" 6.15(•2026) 379
8- 9=(•2796) 587 cl'a7=( r�46) 251
9-10=(•4277) 797 15- 8= 02026) 379
10.11=(-4715) 990 �'8i16=(jec21) 633
LU '.'Z=(O17) 217
BEARING MAX VERJ..r- LL MAX ORD BRG RED BRG AREA
LOCATIONS REACJIONS � REACTI695 SIZE.70.. (SPECIES)
01- 0.0' -65/ 523V („=,331 ;iI44H 3.50 0 84 OF ( 625)
7'- 7.7' •141/ 18,94V ?, 0/ (/OH 3.SOU 274 OF ( 625)
42'- 4.0' •122/ 15BOV 05 33/ 21H 3.50 53 OF ( 625)
(C
VERTICAL DEFLECTION LIM S: LL=L/360,TL=L/240
MAX LL' DEFL =^0.037' -2- - 0. Allowed = 0.138'
MAX TL CREEP DEFL' � -0:042'Z@- -2'- 0.5' Allowed = 0.208'
MAX TL CREEP REEL ==0 ,029:,@IZ 5'- 3.f7' Allowed = 0.360'
MAX LLtDEF,L -J 0.570 ,@) 23'- 8115' Allowed = 1.142'
MAX TL CREEPyDE11 )-1.639'LfA 23'- 81.5' Allowed = 1.713'
MAX TC PANEL,LL``DEFL,;1-0.021' @ 1'• 10.3Allowed = 0.285'
RECOMMENDED CAMBER (BASED ON OL DEFL)=/` 13y3-
MAX X HOHIZ:-LL DEFL = -0.02' @,4 42'- 0.5'
MAX HORIZ. TL DEFLil0�1139LJ 421- 0.5'
Design conforms to main windforce•resisting
21.02 system and components and cladding criteria.
5-10-11 5-10-11 6-10-11 Wind: 95 mph, h=15ft, TCDL=8.4,BCDL=4.2, ASCE 7-05,
Enclosed, Cat.2, Exp.C, MWFRS,
interior zone, load duration factor=1.6 „
12 Truss designed for wind loads
a 3.25 in the plane of the truss only.
M -3x8
M -4x6 M -4x6
C-2.50.4 C-2.50.4
C -2.5x3.4
L 100#
5-03-08
42-04
WARNINGS:
1. Builder and erection contractor should be advised of all General Notes
and Warnings before construction commences.
2. 2x4 compression web bracing must be installed where shown �.
3. Additional temporary bracing to insure stability during construction
Is the responsibility of the erector. Additional permanent bracing of
the overen structure Is the responsibility of the building designer.
4. No load should be applied to any component until after all bracing and
fasteners are complete and at no time should any loads greater than
design loads be applied to any component.
5. CompuTrus has no control over and assumes no responsibility for the
labdcation, handling, shipment and installation of components.
S. This design is furnished subject to the limitations set forth by
TPINVTCA in BCSI, copies of which will be furnished upon request.
MiTek USA, Inc./CompuTrus Software 7.6.6(1L) -E
M-5x8(S)
0.25°
M-1 .5x4
0
v
1
0.25°7 M -3x10 C.
MSHS-5x12(S)
8-08-04
9-10
Scale: 0.1624
GENERAL NOTES, unless otherwise noted:
1. This design is based only upon the parameters shown and is for an Individual
building component Applicability of design parameters and proper
Incorporation of component is the responsibility of the building designer.
2. Design assumes the top and bottom chords to be laterally braced at
2' o.c. and at 10' o.c. respectively unless braced throughout their length by
continuous sheathing such as plywood sheathing(TC) and/or drywell(BC).
3. 2x Impact bridging or lateral bracing required where shown ++
4. Installation of truss is the responsibility of the respective contractor.
5. Design assumes trusses are to be used In a noncorrosive environment,
and are for -dry condition' of use.
6. Design assumes full bearing at all supports shown. Shim or wedge if
necessary.
7. Design assumes adequate drainage is provided.
8. Plates shall be located on both faces of truss, and placed so their center
lines coincide with joint center lines.
9.Olgils Indicate size of plate in Inches.
10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek)
maceaw
gois"+
//--* //4
LUMBER SPECIFICATIONS
TC: 2x4 OF q2
BC: 2x4 OF q2
WEBS: 2x4 OF STAND
TC LATERAL SUPPORT <= 1210C. UON.
BC LATERAL SUPPORT <= 1210C. UON.
OVERHANGS: 24.9' 0.0'
Connector plate prefix designators:
C,CN,C18,CNI8 (or no prefix) = CompuTrus, Inc
M,M20HS,M18HS,M16 = MiTek MT series
JT 2: Heel to plate corner = 2.25'
21-02
6-00-01 5-00-15 4-11-03
v
C)
iMU8
TRUSS SPAN 42'- 4.0'
LOAD DURATION INCREASE = 1.25
SPACED 24.0' O.C.
LOADING
LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF
DL ON BOTTOM CHORD = 7.0 PSF
TOTAL LOAD = 41.0 PSF
LIMITEDSTORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF CBC 2010 NOT BEING MET.
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
21-02
5-01-13 5-01-13 4-11-03 5-00-15
12
3.25 o M-46
4.0'
M-6x8(S) 6 W'(.25'
M -3x4
5 3.0°
0
M-1 .5x4
L L 7-07-12
2-00 IPROVIDE FULL BEARING:
JOB NAME: Brian 8 Joe Steamer - 84 -DRAG
Truss: B4 -DRAG
DES. BY: LJ
DATE: 1/24/2014
SEQ.: 5801983
TRANS ID: 389621
11111111111111111111111111111111111111111 IN
This design prepared from computer input by
IMPERIAL TRUSS AND LUMBER
CBC2010/IBC2009 MAX MEMBER FORCES-0.4GOUCq=1.00
1. 2=( -36) ' 36 2-11=(-3009) 1571r 03 11= .-541) 13b' FS= 9 •421) 167
2. 3=(•2861) 4369 11.12=(•2426) 2752,77 LL11 4?(=•2789) 669
3. 4=(•2110) 3918 12.13=(-2021) 3468 /`4'-12-2( -324) 1527
4- 5=(•2220) 954 13-14=(•1804) 4257 -1214 -990) 322
5. 6=(-1744) 440 14-15=(•1833) 4978 4-5,-13=(-7,50)E1040
6. 7=(•1753) 440 15-10=(-1914) 5718 Zt3-i6=( f -55)G595
7. 8=(•2731) 615 x,13 -'17=(•T024 Pt226
8- 9=(-3650) 767 7-14=(L"-33)-590
9-10=(-4002) 908=J124
815=(y-630 584
BEARING MAX VERT <MAXrHOFZ I CBRG REOUIRED BRG AREA
LOCATIONS REACTIONS; ....%REACTIONS /'S-IZE SQ_IN. (SPECIES)
0'- 0.0' -1101/ 908V, y6200/ 6200H (/3.50' 1.45 OF ( 625)
7'- 7.7 -192/ 2337V i 0/l '.OH -3.50' 3.38 OF ( 625)
42'- 4.0' -113/ 1326V /=6207 6221000H43.50' 2'12 DF ( 625)
VERTICAL DEFL ECTION`LIYITS:`L.L/=L/360, TL=L/240
MAX LL DEFL °=*0.037''@'1- 2'`, 0.5' /IlAed = 0.138'
MAX TL CREEP DEFL= •2 0.5' Allowed = 0.208'
@ ` ,5,' 11 .6' Allowed = 0.240'
MAX LL DEFL `=.;0;010'
MAX LL DEFL 10.237' @ 31`"-- 3.5' Allowed = 1 .142'
MAX TL CREEP DEFL 1 0876' @ 31'- 3.5'WAlhowed = 1.712'
MAX BC PANEL TL OEFL = -0.0'42' @ 3'- 4.87Lr Allowed = 0.428'
RECOMMENDED CAMBER"(`BASEO.ON OL DEFL)= 0.500' !/
- ',-
MAX HORIZ. LL DEFL = 0.13f-1@1-421- 0.5'
MAX HORIZ. TL DEFL = -0.187' @ 7'- 7.7'
GOND. 2: 6200.00 LBS SEISMIC LOAD.
Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 95 mph, h=15ft, TCDL=8.4,BCDL=4.2, ASCE 7.05,
Enclosed, Cat.2, Exp.C, MWFRS,
interior zone, load duration factor=l.6 „
6-00-01 Truss designed for wind loads
in the plane of the truss only.
12
a 3.25
M -3x4
M -3x4
\ M-5x6(S)
0.25'
15
M -5x6 25° M- 13 3x8 0.25° M -3x4
M-5x6(S) MSHS-5x12(S1
rL L L L
6-09-09 6-08-11 6-08-11 6-08-11 7-08-11
1 0 42-04
Scale: 0.1624
WARNINGS:
GENERAL NOTES, unless otherwise noted:
1. Builder and erection contractor should be advised of all General Notes
1. This design Is based only upon the parameters shown and is for an individual
and Warnings before construction commences.
building component. Applicability of design parameters and proper
2. 2x4 compression web bracing must be Installed where shown+.
incorporation of component is the responsibility of the building designer.
3. Additional temporary bracing to Insure stability during construction
2. Design assumes the top and bottom chords to be laterally braced at
Is the responsibilityof the erector. Additional permanent bmcfrg of
7 o.c. and at 10' o.c. respectively unless braced throughout their length by
continuous sheathing such as plywood sheathing(TC) and/or drywall(BC).
the werall structure Is the responsibility of the building designer.
3. 2x Impact bridging or lateral bracing required where shown ++
4. No load should be applied to any component until after all bracing and
4. Installation of truss is the responsibility ofthe respective contractor.
fasteners are complete and at no time should any loads greater than
S. Design assumes tosses are to be used in a noncortosive environment
design loads be applied to any component.
and are for *dry condition' of use.
5. CompuTr s has no control war and assumes no responsibility for the
6. Design assumes full bearing at all supports shown. Shim or wedge if
fabrication, handling, shipment and installation of components.
necessary.
7. Design assumes adequate drainage is provided.
8. This design is furnished subject to the limitations set forth by
TPOWTCA in BCSI, copies of which will be furnished upon request
8. plates shell be located on both faces of end placed so their center
ftruss,
lines coincide with joint center lines.
9. Digits indicate size of plate in inches.
MiTek USA, Inc./CompuTrus Software 7.6.6(1 L) -E
10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek)
v
M -4x10 0
too. 08=4
.izy i 9
111111111
LUMBER SPECIFICATIONS
TC: 2x4 OF M2
BC: 2x4 OF q2
WEBS: 2x4 OF STAND
TC LATERAL SUPPORT <= 1210C. LION.
BC LATERAL SUPPORT <= 1210C. LION.
OVERHANGS: 24.9' 0.0'
Connector plate prefix designators:
C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc
M,M20HS,M18HS,Ul6 = MiTek YT series
21-02
6-00-01 5-00-01 5-00-01
12
3.25 0-
M -1.5x4
a
C7
o =X4
L L 7-07-12
2-00 IpBovipE FULL BEARING:
JOB NAME: Brian 8 Joe Steamer - B5
Truss: B5
DES. BY: LJ
DATE: 1/24/2014
_ SEQ.: 5801936
TRANS ID: 389607
- I IIIIII VIII VIII VIII VIII VIII VIII IIII IIII
This design prepared from computer input by
M-6x8(S)
M -3x4
0.25"
M -5x6 0'25'
M-5x6(S)
r
6-10-04
21-02 Truss designed for wind loads
5-01-13 5-01-13 5-00-01 5-00-01 6-00-01 in the plane of the truss only.
M -4x6 a 3.25
4.0"
6 4W
M -3x4
3.0"
M -3x4
.25'
x6(S)
.0
13 15
M -3x8 0.254 M 3x4 M -3x8 o
M-5x6(S)
6-08 6-09 6-08-08 7-08-08
42-04
WARNINGS:
1. Builder and erection contractor should be advised of all General Notes
and Warnings before construction commences.
2. 2x4 compression web bracing must be installed where shown +.
3. Additional temporary bracing to Insure stabi6ry during construction
is the responsibility of the erector. Additional permanent bracing of
the Overall structure is the responsibility of the building designer.
4. No load should be applied to any component until after all bracing and
fasteners are complete and at no time should any loads greater than
design loads be applied to any component.
5. CompuTrus has no control over and assumes no responsibility for the
fabrication, handling, shipment and installation of components.
6. This design is famished subject to the (Imitations set forth by
TPIIWTCA in SCSI, copies of which will be furnished upon request
MiTek USA, Inc./CompuTrus Software 7.6.6(1L) -E
Scale: 0.1624
GENERAL NOTES, unless otherwise noted:
1. This design is based only upon the parameters shown and is for an individual
building component. Applicability of design parameters and proper
Incorporation of component Is the responsibility of the building desigper.
2. Design assumes the top and bottom chords to be laterally braced al
2' O.C. and at 101 o.c. respectively unless braced throughout their length by
continuous sheathing such as plywood sheathing(TC) and/or drywall(BC).
3. 2x Impact bridging or lateral bracing required where shown ++
4. Installation of truss is the responsibility of the respective contractor.
5. Design assumes trusses are to be used In a non -corrosive emlronment
and are for 'dry condition' of use.
6. Design assumes full beating at all supports shown. Shim or wedge if
necessary.
7. Design assumes adequate drainage is pmvided.
6. Plates shall be located on both faces of truss, and placed so their center
lines coincide with joint center (Ines.
9.Digits Indicate size of plate In Inches.
10. For basic connector plate design values see ESR -1311, ESR -1986 (MiTek)
Wiam"
i/a* //9
IMPERIAL TRUSS AND LUMBER
TRUSS SPAN42'- 4.0'
CBC2010/IBC2009
MAX MEMBER FORCES 4W /GDF/Cq=1.00
LOAD DURATION INCREASE = 1.25
_
1- 2=( -36)
36
2.11=(-1411) 311 3. 1 1=( •518) 137 15. 9=(-369) 166
SPACED 24.0' O.C.
2- 3=( -341)
1523
11.12=( -84) 319 11. 4=(12772_666
3- 4=( -437)
1855
12.13=( -361) 1429 4-=12=( -262)'_1f7
LOADING
4. 5=(•1286)
305
13-14=( -573) 2409 LL12,- b-_-( -717) 238
LL( 20.0)tDL( 14.0) ON TOP CHORD = 34.0
PSF
5- 6=(•1737)
440
14-15=( -678) 309605.13=( -50) 257
OL ON BOTTOM CHORD = 7.0
PSF
6- 7=(-1737)
440
15-10=( -845) 37`7 -.13-!'d_=( -55) 595
TOTAL LOAD = 41.0
PSF
7- 8=(-2733)
615
X1.3• 7,=(57226
8. 9=(•3650)
767
. 7 4- ( 2. 561
LIMITED STORAGE DOES NOT APPLY DUE TO THE
SPATIAL
9-10=(•3948)
905
14 8=( 659) 125
flEDUIREYENTS OF CBC 2010 NOT BEING NET.
/y BUN ! X62:)))„ 519
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD.
TOP
BEARING
MAX VERT 4.XJH0RZ-,, C@RG REO I D BRGAREA
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
LOCATIONS
REACTIONS REACTIONS IZE SO IN (SPECIES
01-
0.0'
-191/ 16V 133 /y 121H 3.50' b3 OF ( 625)
7'-
7.7'
-192/ 2339,V QOH% 3.50' 38 OF ( 625)
42'-
4.0'
113/ 1325VL•13o37/ f12-1 3.50'12 OF ( 625)
VERTICAL OEFLECTIOy LHY1TSei L=L/360,'TL= L/240
MAX
MAX LL DEfL X0:037"@ -Z - 0.5' llowed = 0.138'
TL CREEP DEFL'a= 12 0.5' Allowed = 0.208'
•0`:0.42,a7i
MAX LL DEFLs- •0"011"@- j;5' • 11.6' Allowed = 0.240'
MAX LL DEFL i 0:236'"`@' 3:'- 4.3' Atowed = 1.142'
X31'•
MAX
MAX BC
TL CREEP DEFL_ '0=675'x@ 4.3' Allowed = 1.712'
PANEL TL DEFL @ U-
,3'• 4.8' AY lowed =
F0041' 0.428'
RECOMMENDED CAMBERk(=BASED)ON DL DEFL)= 0.4571'
/
MAXkHOR-IZ,_LL DEFL = -0.051"@ 42'- 0.5'
MAX HORIZ. TLL-
DEF_ O.095'9 42'- 0.5'
Design conforms t0 main windforce-resisting
system and components and cladding criteria.
Wind: 95 mph, h=15ft, TCDL=8.4,BCDL=4.2, ASCE 7.05,
Enclosed, Cat.2, Exp.C, MWFRS,
interior zone, load duration factor=1.6 „
M-6x8(S)
M -3x4
0.25"
M -5x6 0'25'
M-5x6(S)
r
6-10-04
21-02 Truss designed for wind loads
5-01-13 5-01-13 5-00-01 5-00-01 6-00-01 in the plane of the truss only.
M -4x6 a 3.25
4.0"
6 4W
M -3x4
3.0"
M -3x4
.25'
x6(S)
.0
13 15
M -3x8 0.254 M 3x4 M -3x8 o
M-5x6(S)
6-08 6-09 6-08-08 7-08-08
42-04
WARNINGS:
1. Builder and erection contractor should be advised of all General Notes
and Warnings before construction commences.
2. 2x4 compression web bracing must be installed where shown +.
3. Additional temporary bracing to Insure stabi6ry during construction
is the responsibility of the erector. Additional permanent bracing of
the Overall structure is the responsibility of the building designer.
4. No load should be applied to any component until after all bracing and
fasteners are complete and at no time should any loads greater than
design loads be applied to any component.
5. CompuTrus has no control over and assumes no responsibility for the
fabrication, handling, shipment and installation of components.
6. This design is famished subject to the (Imitations set forth by
TPIIWTCA in SCSI, copies of which will be furnished upon request
MiTek USA, Inc./CompuTrus Software 7.6.6(1L) -E
Scale: 0.1624
GENERAL NOTES, unless otherwise noted:
1. This design is based only upon the parameters shown and is for an individual
building component. Applicability of design parameters and proper
Incorporation of component Is the responsibility of the building desigper.
2. Design assumes the top and bottom chords to be laterally braced al
2' O.C. and at 101 o.c. respectively unless braced throughout their length by
continuous sheathing such as plywood sheathing(TC) and/or drywall(BC).
3. 2x Impact bridging or lateral bracing required where shown ++
4. Installation of truss is the responsibility of the respective contractor.
5. Design assumes trusses are to be used In a non -corrosive emlronment
and are for 'dry condition' of use.
6. Design assumes full beating at all supports shown. Shim or wedge if
necessary.
7. Design assumes adequate drainage is pmvided.
6. Plates shall be located on both faces of truss, and placed so their center
lines coincide with joint center (Ines.
9.Digits Indicate size of plate In Inches.
10. For basic connector plate design values see ESR -1311, ESR -1986 (MiTek)
Wiam"
i/a* //9
LUMBER SPECIFICATIONS
TC: 2x4 OF k1&BTR;
2x4 OF H2 T1;
2x4 OF SS T4
BC: 2x4 OF k1&BTR;
2x4 OF g2 B1;
2x4 OF SS B2
WEBS: 2x4 OF STAND
TC LATERAL SUPPORT <= 1210C. UON.
BC LATERAL SUPPORT <= 1210C. LION.
OVERHANGS: 24.9' 0.0'
Unbalanced live loads have been
considered for this design.
Connector plate prefix designators:
C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc
M,M20HS,M18HS,p16 = MiTek MT series
TRUSS SPAN 42'- 4.0'
LOAD DURATION INCREASE = 1.25
SPACED 24.0' O.C.
LOADING
LL( 20.0)tDL( 14.0) ON TOP CHORD = 34.0 PSF
DL ON BOTTOM CHORD = 7.0 PSF
TOTAL LOAD = 41.0 PSF
BC CONC LL( 100.0)+DL( 0.0)= 100.0 LBS @ 21'- 2.0'
BOTTOMCHORD CHECKED FOR A 20 PSF LIMITED STORAGE
LIVE LOAD AT LOCATIONS) SPECIFIED BY CBC 2010.
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF.
This design prepared from computer input by
IMPERIAL TRUSS AND LUMBER
CBC201O/IBC2OO9 MAX-MEMBER,EORCES 4W /GDF/Cq=1.00
1. 2=( -36) 36 2.12=(-206)=1 822 3.1 =(-488.),-1 4 9.17=( -36) 663
2- 3=( -874) 272 12.13=(-234)I11f258 12. 4=(•1851) 421-19 0=(-481) 202
3. 4=( -731) 677 13.14=(-442) 2157 F'4'-13=( -202) 1017
4- 5=(-2103) 421 14-16=(-5440 2590 C3- 5=( -703) 195
5- 6=(-2690) 566 16-17=(-730) 3657 LL5-14=( ._129) 582
6- 7=( -675) 198 17 -11=( -925);4 -481Q4 -f6=,( <-3) 102
7. 8=( -576) 180
6 ( 2026) 379
8- 9=(-2796) 587 15•`7p(•-•46) 251
9-10=(-4277) 797 p 8=12026) 379
10.11=(-4715) 990 C' 15
67161 Q- 21 ) 633
r Ii =,(D217) 217
BEARING MAX VER Q MAX HORZ BR ' REQUIRED BRG AREA
LOCATIONS REACTIONS. ✓ REACTIONS SIZED SQ.IN. (SPECIES)
0'• 0.0' -651 523V 1331'1 -J=JH 3.50'9 84 OF ( 625)
7'- 7.7' 1411 1894V 0/+ --'OH 3.50/ ' .74 OF ( 625)
42'- 4.0' -122/ 1580V C- 133-1, 1UP.1H 3.57' 2.53 OF ( 625)
MAX
MAX TL CR
MAX TL CRE
MAX
MAX TL CRE
MAX TC PANEL
RECOMMENDED C
ICANOEFLEC ION LI ITS: LL=LI 60, TL=L/240
Lf: DOE Q 0.637] C@ -2'- 0. 5 Allowed = 0.138'
CRE
MAX
21-02 21-02
5-04-02 4-04-02 1 4-04-02 1 4-07-10 . 2-06 . 2-06 _ 5-10-11 5-10-11 6-10-11
12 12
3.251- M -4X6 a 3.25
L L 7-07-12
2-00 PROVIDE FULL BEAA
JOB NAME: Brian & Joe Steamer - 86
M -5x6(5)
5-04-06 5-06-02
C-2.50.4 '^V
C -2.5x3.4
110312.5x3.4
42-04
MSHS-5x12(S)
8-08-04 9-10
Scale: 0.1624
0.042'(@) -2'- 0 5' Allowed = 0.208'
EP`QEFL 0.023'((,@ 5'- 3,7' Allowed = 0.360'
11LtDfFL -0.570'L;' 23'- 1 8, .5' Allowed = 1.142'
EP DEFL{,4j-- -1.639' @ 23'- k5.5y Allowed = 1.713'
LL DEFL = -0.021' @ 1'-<tO.3p Allowed = 0.285'
AMBER -(BASED ON DL DEFL)=[11.133'
MAX HORIZ. LL DEF 86-@ 42'- 0.5'
MAX HORIZ. TL DEFL = 0.139' @ 42'- 0.5'
Design conforms to main windforce-resisting
system and components and cladding criteria.
ind: 95 mph, h=15ft, TCDL=8.4,BCDL=4.2, ASCE 7-05,
Enclosed, Cat.2, Exp.C, MWFRS,
interior zone, load duration factor=1.6 „
Truss designed for wind loads
in the plane of the truss only.
v
C>
0
nr- AI-- o
WARNINGS:
GENERAL NOTES, unless otherwise noted:
1. Builder and erection contractor should be advised of all General Notes
1. This design Is based only upon the parameters shown and is for an individual
0
Truss: B6
and vvardngs before construction commences.
building component Applicability of design parameters and proper
2. 2x4 wmpression web bracing must be installed where shown +-
incorporation of component is the responsibility of the building designer.
DES. BY: LJ
3. Additional temporary bracing to Insure stability during construction
2- Design assumes the top and bottom chords to be laterally braced at
7 O.C. and at 10• o.c. respectively unless braced throughout their length by
is the responsibility of the erector. Additional pe permanent bracing of
continuous sheathing such as plywood sheathing(TC) endlor drywall(BC).
DATE: 1/24/2014 2014
the overall structure Is the res nsibi6 of the building designer.
responsibility g 9
3. 2x Impact bridging or lateral bracing required where shown ++
.
SEQ
SEQ.5801937
4. No bad ahould be applied to any component until after all bracing and
fasteners
4. Installation of truss is the responsibility of the respective contractor.
S. Design trusses to be in
_ .:
TRANS I D : 389607
are complete and at no time should any loads greater then
design loads be applied to any component.
5. CompuTrus has no control over and assumes no responsibility for the
assumes are used a non -corrosive environment,
and are for -dry condition- of use.
6. Design assumes full bearing at all supports shown. Shim or wedge if
fabrication, handling, shipment and Installation of components.necessary'
8. This design la furnished subject to the limitations set forth by
7. Design assumes adequate drainage is provided.
8. Plates shall be located on both faces of truss, and placed so their center
TPIANfCA in SCSI, copies of which will be famished upon request.
Tines coincide with joint center lines.
_
IIIIII
VIII
VIII
VIII
VIII
VIII
VIII
IIII
IIII
MiTek USA, InC.lCOmpuTfLS Software 7.6.6(1 L) -E
9. Digiti indicate size plate in Inches.
A.For basic connector p plate design values see ESR -1311, ESR•1988 (MiTek)
0.042'(@) -2'- 0 5' Allowed = 0.208'
EP`QEFL 0.023'((,@ 5'- 3,7' Allowed = 0.360'
11LtDfFL -0.570'L;' 23'- 1 8, .5' Allowed = 1.142'
EP DEFL{,4j-- -1.639' @ 23'- k5.5y Allowed = 1.713'
LL DEFL = -0.021' @ 1'-<tO.3p Allowed = 0.285'
AMBER -(BASED ON DL DEFL)=[11.133'
MAX HORIZ. LL DEF 86-@ 42'- 0.5'
MAX HORIZ. TL DEFL = 0.139' @ 42'- 0.5'
Design conforms to main windforce-resisting
system and components and cladding criteria.
ind: 95 mph, h=15ft, TCDL=8.4,BCDL=4.2, ASCE 7-05,
Enclosed, Cat.2, Exp.C, MWFRS,
interior zone, load duration factor=1.6 „
Truss designed for wind loads
in the plane of the truss only.
v
C>
0
nr- AI-- o
LUMBER SPECIFICATIONS
TC: 2x4 OF R2;
2x4 OF N1&BTR T2
BC: 2x4 OF /12;
2x4 OF SS B2
WEBS: 2x4 OF STAND
TC LATERAL SUPPORT <= 1210C. LON.
BC LATERAL SUPPORT <= 12'OC. UON.
OVERHANGS: 24.9' 0.0'
Unbalanced live loads have been
considered for this design.
Connector plate prefix designators:
C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc
M,M20HS,M18HS,M16 = NiTek MT series
21-02
5-04-02 4-05-14 4-02-06
12
3.25 C ---
TRUSS SPAN 42'- 4.0'
LOAD DURATION INCREASE = 1.25
SPACED 24.0' O.C.
LOADING
LL( 20.0)+DL( 14.0) ON TOP CHORD 2 34.0 PSF
DL ON BOTTOM CHORD = 7.0 PSF
TOTAL LOAD = 41.0 PSF
BC CONC LL( 100.0)+DL( 0.0)= 100.0 LBS @ 21'- 2.0
BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE
LIVE LOAD AT LOCATIONS) SPECIFIED BY CBC 2010.
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF.
4-07-10 2-06 2-06 4-07-10
=M-6x6(S) M -3x45
0.25°
M-1 .5x4
v
o M 4x64 10.25°
M -3x4 M-5x12(S)
L L L L
6-09-08 1-00 4-09-08 5-11-04
2-00
JOB NAME: Brian & Joe Steamer - 87
Truss: B7
DES. BY: LJ
DATE: 1/24/2014
SEQ.: 5801938
TRANS ID: 389607
I IIIIII VIII VIII VIII VIII VIII VIII IIII IIII
M -4x6
4.0' M -3x4
M -3x8 7 m M -3x8
0
v
0
5-00
This design prepared from computer input by
IMPERIAL TRUSS AND LUMBER
CBC2010/IBC2009 MAX MEMBER FORCES 4W /GDF/Cq=1.00
1- 2=( -36) 36 2-13=(-573) 4323.4,34 -433) 84 19.10=(-510) 101
2- 3=( -468) 656 13-14=(-284) 1395 13. 4=2385 110-20=( -48) 435
3- 4=( -360) 948 14.15=(-408) 1395 /4.15=.( -154) 879 20-.1,1= -296) 144
4. 5=(-2137) 423 15-16=(-463) 2256 15-t5=( -692) 192
5- 6=(-2731) 573 16-18=(-548) 262'5-f1-6=( -108) 495
6- 7=( -738) 217 18-19=(-703) 3609y16L&-( 0 139
7- 8=( -647) 199 19-20=(-794) 4;087_- 6-1.7=11987364
8. 9=(-2825) 591 20.12=(-933) 4609 17=/ `"43) 244
9.10=(-3680) 755 . 17> 8 (f98`h' 364
10-11=(-4613) 875 /'y ;8>18u,(1 J -,4a) 686
11-12=(-4845) 995 L81 9 ,(I11,32 202
4.199=(N ,5'0) 607
BEARING MAX VERT HAX HORZ CCBRG E UI ED BRG AREA
LOCATIONS REACTIONS " NEACTIONS/"SIZE .I . (SPECIES)
01- 0.0' -68/ 392V 195/' 202H✓O93.50- 63 OF ( 625).
6'- 9.5' -174/ 181;5VL 178• B:f-4N>93.50' 2(9 OF ( 625)
7'- 9.5' 0/ 2fiV° -403/ i°A08f 93.50' 3 OF ( 625)
42'- 4.0' -124/ 1593V -999/ 1B6H 3.50' 5 OF ( 625)
M -4x6 M -4x6 0.25' M
C-2.50.4 C-2.50.4 M-5x8(S)
C -2.5x3.4
L 100# L L
5-03-08 5-11-04 5-09-08
42-04
WARNINGS:
1. Builder and erection contractor should be advised of all General Notes
end Warnings before construction commences.
2. 2x4 compression web bracing must be installed where shown +.
3. Additional temporary bracing to Insure stability during construction
is the responsibility of the erector. Additional permanent bracing of
the overall structure is the responsibility of the building designer.
4. No load should be applied to any component unlit after all bracing and
fasteners are complete and at no time should any loads greater than
design loads be applied to any component.
5. CompuTrus has no control over and assumes no responsibility for the
fabrication, handling, shipment and installation of components.
6. This design is furnished subject to the limitations set forth by
TPIMVTCA in BCSI, copies of which will be furnished upon request.
MiTek USA, Inc./CompuTrus Software 7.6.6(1 L) -E
M -1.5x4
Scale: 0.1624
GENERAL NOTES, unless otherwise noted:
1. This design Is based only upon the parameters shown and is for an Individual
building component. Applicability of design parameters and proper
incorporation of component is the responsibility of the building designer.
2. Design assumes the top and bottom chords to be laterally braced at
2' O.C. and at 10' o.c. respectively unless braced throughout their length by
continuous sheathing such as plywood sheathing(rC) and/or drywall(SC).
3. 2x Impact bridging or lateral bracing required where shown ++
4. Installation of truss is the responsibility of the respective contractor.
S. Design assumes trusses are to be used in a noncorrosive environment,
and are for 'dry condition' of use.
6. Design assumes full bearing at all supports shown. Shim or wedge if
necessary.
7. Design assumes adequate drainage is provided.
a. Plates shall be located on both faces of buss, and placed so their center
lines coincide with joint center Ines.
9.Digits indicate size of plate In inches.
10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek)
M
CD
M -3x10 0
6-09-08
u
VERTICAL,,/DEFhLEECTLON LIMB- LL=L/3601 T =L/240
MAX LL D,EFL}'•0.,037' @ 0.5' A lowed = 0.138'
MAX TL CREEP DEFL = = 042
0'@II '- 0.5' A lowed = 0.208'
.556' "23'•
MAX LL OEFL @ 8.5lowed = 1.142'
MAX TL @ 23'• )=:5! Allowed = 1.713'
NDED CAMBER (BASED
RECOMMENDED CAMBER BASED ON DL DEFL - 086'
NAX HORIZ. LL DCFL=i0.070' @ 42'- 0.5'
MAX HORIZ. TL DEFL = 01'4'6'-4.,142' • 0.5'
Design conforms to main windforce-resisting
21-02
system and components and cladding criteria.
4-02 O6 4-05 14
5-04-02 Wind: 95 mph, h=15ft, TCDL=8.4,BCDL=4.2, ASCE 7-05,
Enclosed, Cat.2, Exp.C, MWFRS,
interior zone, load duration factor=1.6 „
12
Truss designed for wind loads
a 3.25
in the plane of the truss only.
M-30 M-5x6(S)
M -4x6 M -4x6 0.25' M
C-2.50.4 C-2.50.4 M-5x8(S)
C -2.5x3.4
L 100# L L
5-03-08 5-11-04 5-09-08
42-04
WARNINGS:
1. Builder and erection contractor should be advised of all General Notes
end Warnings before construction commences.
2. 2x4 compression web bracing must be installed where shown +.
3. Additional temporary bracing to Insure stability during construction
is the responsibility of the erector. Additional permanent bracing of
the overall structure is the responsibility of the building designer.
4. No load should be applied to any component unlit after all bracing and
fasteners are complete and at no time should any loads greater than
design loads be applied to any component.
5. CompuTrus has no control over and assumes no responsibility for the
fabrication, handling, shipment and installation of components.
6. This design is furnished subject to the limitations set forth by
TPIMVTCA in BCSI, copies of which will be furnished upon request.
MiTek USA, Inc./CompuTrus Software 7.6.6(1 L) -E
M -1.5x4
Scale: 0.1624
GENERAL NOTES, unless otherwise noted:
1. This design Is based only upon the parameters shown and is for an Individual
building component. Applicability of design parameters and proper
incorporation of component is the responsibility of the building designer.
2. Design assumes the top and bottom chords to be laterally braced at
2' O.C. and at 10' o.c. respectively unless braced throughout their length by
continuous sheathing such as plywood sheathing(rC) and/or drywall(SC).
3. 2x Impact bridging or lateral bracing required where shown ++
4. Installation of truss is the responsibility of the respective contractor.
S. Design assumes trusses are to be used in a noncorrosive environment,
and are for 'dry condition' of use.
6. Design assumes full bearing at all supports shown. Shim or wedge if
necessary.
7. Design assumes adequate drainage is provided.
a. Plates shall be located on both faces of buss, and placed so their center
lines coincide with joint center Ines.
9.Digits indicate size of plate In inches.
10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek)
M
CD
M -3x10 0
6-09-08
LUMBER SPECIFICATIONS
TC: 2x4 OF N2
BC: 2x4 OF q2
WEBS: 2x4 OF STAND
TC LATERAL SUPPORT <= 1210C. UON.
BC LATERAL SUPPORT <= 1210C. UON.
OVERHANGS: 24.9' 0.0'
M -3x4 where shown; Jts:5,7-8,12,14-15
Connector plate prefix designators:
C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc
M,M20HS,M18HS,M16 = MiTek MT series
6-00-08
12
3.25 C---
TRUSS SPAN 39'- 1.0'
LOAD DURATION INCREASE = 1.25
SPACED 24.0' O.C.
LOADING
LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF
DL ON BOTTOM CHORD = 7.0 PSF
TOTAL LOAD = 41.0 PSF
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF CBC 2010 NOT BEING MET.
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
21-02
5-00-08 5-00-08 5-00-08
M -4x6
4.0e
6 44'
5-01-13
This design prepared from computer input by
IMPERIAL TRUSS AND LUMBER
CBC2010/IBC2009 MAX MEMBER FORCES 4W /GDF/Cq=1.00
1. 2=( •36) 36 2-11=(•859) 4683 3-11=( -342) 97 15. 9=( -83) 711
2. 3=(•4923) 977 11-12=(•793) 4070 f1>4a(, 0) 493 9-16=(•2692) 618
3- 4=(•4642) 876 12-13=(•705) 3388 4-12=(-848 t08-.. 6-10=( -64) 44
4. 5=(-3757) 795 13-14=(-858) 3,08712-- 5=( •21) 564
5. 6=(•2775) 642 14-15=(-663) 3181 5(13=(-1005) 201
6. 7=(-2776) 643 15-16=(-482) 2216 13L6=( -163) 1139
7- 8=(-3290)724 Z1S/J7=( -6021+ 138
8. 9=(-2876) 627 JTJ4w BOJ 227
9.10=( •21) 43 'may 14- 8_( -62a 61
+% 8-15-( -606) 162
BEARING MAX VERT Cy L-MAX°HORZ& ERG REQUIRED BRG AREA
LOCATIONS REACTIONS (,/R-EACTION§D SIZE SO.;IN. (SPECIES)
0'• 0.0' 170/ 1746V 139/ 1 17H^ 3.50' 2.7,9 OF ( 625)
39'- 1.0' -135/ 16U2V J3/01,1 3.50'm2.56 OF ( 625)
VERTICAL/DEFLECYION;L-IM_IT,S' LL=L/360, TiL=L/240
MAX LL DEFL 0:037' @ Cl':'0.5' Allowed = 0.138'
MAX TL CREEP DEFL -0:W! '1@ Cl• 0.5' Allowed = 0.208'
MAX LL DEFL = .0'34.43 @ 1"4'- 5.3' Allowed = 1.283'
MAX TL CREEP DEFL.= ;_1:094'_ @ 14'• 5.3' /allowed = 1.925'
RECOMMENDED CAMBER (BASE D ON DSL_D
DEFL)= 0,70'
11- ',i
MAX HORIZ ZLL DEFL(y•0.098' @, 3,8'• 9.5'
MAX HOH3Z. TL DEFL = 0.19511@ 38'- 9.5'
LDesignn conforms to maini indforce-resisting
system -and components end cladding criteria.
Wind: 95 mph, h=15ft, TCD =5-4`BCDL=4.2, ASCE 7.05,
Enclosed, Cat.2, Exp.C, MWFRS,
interior zone, load duration factor=1.5 „
Truss designed for wind loads
17-11 in the plane of the truss only.
5-00-01 5-02-03 2-06-15
12
a 3.25
7-08-11
2-00
JOB NAME: Brian 8 Joe Steemer - B8
Truss: B8
DES. BY: LJ
DATE: 1/24/2014
SEQ.: 5801939
TRANS ID: 389607
^ I IIIIII VIII VIII VIII VIII VIII VIII II I IIII
MSHS-5x12(S) M-5x8(S)
6-08-11 6-08-11 6-08-11 6-08-11
39-01
WARNINGS:
1. Builder and erection contractor should be advised of all General Notes
and Warnings before construction commences.
2. 2x4 compression web bracing must be installed where shown +.
3. Additional temporary bracing to Insure stability during construction
Is the responsibility of the erector. Additional permanent bracing of
the overall structure Is the responsibility of the building designer.
4. No bad should be applied to any component until after all bracing and
fasteners are complete and at no time should any loads greater than
design loads be applied to any component.
5. CompuTrus has no control over and assumes no responsibility for the
fabrication, handling, shipment and installation of components.
S. This design is furnished subject to the limitations set forth by
TPNWTCA in BCSI, copies of wNch will be furnished upon request.
MiTek USA, Inc./CompuTrus Software 7.6.6(1L) -E
Scale: 0.1814
GENERAL NOTES, unless otherwise noted:
1. This design is based only upon the parameters shown and is for an individual
building component. Applicability of design parameters and proper
incorporation of component is the responsibility of the building designer.
2. Design assumes the top and bottom chords to be laterally braced at
7 o.c. and at 10' o.c. respectively unless braced throughout their length by
continuous sheathing such as plywood sheathing(TC) and/or drywall(BC).
3. 2x Impact bridging or lateral bracing required where shown ++
4. Installation of truss is the responsibility of the respective contractor.
5. Design assumes trusses are to be used in a noncorrosive environment•
and are for*drycondition- of use.
6. Design assumes full bearing at all supports shown. Shim or wedge if
necessary.
7. Design assumes adequate drainage is provided.
B. Plates shall be located on both faces of truss, and placed so their center
lines coincide with joint center Anes.
9. Digits indicate size of plate in Inches.
10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek)
4-05-11
1.5x4
o
0
MWOMM
LUMBER SPECIFICATIONS
TC: 2x4 OF #1&BTR;
2x4 OF q2 T2, T3
BC: 2x4 OF f!1&BTR;
2x4 OF k2 B2
WEBS: 2x4 OF STAND
TC LATERAL SUPPORT <= 1210C. UON.
BC LATERAL SUPPORT <= 1210C. UON.
OVERHANGS: 24.9' 0.0'
Connector plate prefix designators:
C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc
M,M20HS,M18HS,M16 = MiTek MT series
6-00-01
12
3.25 C ---
MSHSSHS-5x12(S) MSHS-5x12(S)
7-08-11 6-08-11 6-08-11 6-08-11 6-08-11 7-08-11
2-00
JOB NAME: Brian & Joe Steemer - B9
Truss: B9
DES. BY: LJ
DATE: 1/24/2014
SEQ.: 5801940
TRANS ID: 389607
- IIIIIIIIIII VIIIIIIIII III VIII VIIIIIII IIII
WARNINGS:
1. Builder and erection contractor should be advised of all General Notes
and Warnings before construction commences.
2. 2x4 compression web bracing must be Installed where shown .
3. Additional temporary bracing to insure stability during construction
is the responsibility of the erector. Additional permanent bracing of
the overall structure is the responsibility of the building designer.
4. No load should be applied to any component until after all bracing and
fasteners are complete and at no time should any loads greater than
design bads be applied to any component.
S. CompuTrus has no control over and assumes no responsibility for the
fabdcation, handling, shipment and Installation of components.
6. This design is furnished subject to the limitations set forth by
TPIIWTCA in SCSI, copies of which will be furnished upon request.
MiTek USA, Inc./CompuTrus Software 7.6.6(1L) -E
42-04
Scale: 0.1749
GENERAL NOTES, unless otherwise noted:
1. This design Is based only upon the parameters shown and is for an individual
building component. Applicability of design parameters and proper
intoporetion of component is the responsibility of the building designer.
2. Design assumes the top and bottom chords to be laterally braced at
7 O.C. and at 10' o.c. respectively unless braced throughout their length by
continuous sheathing such as plywood sheathing(TC) and/or drywa9(BC).
3. 2x Impact bridging or lateral bracing required where shown ++
4. Installation of truss is the responsibility of the respective contractor.
5. Design assumes trusses are to be used in a noncorrosive environment,
and are for 'dry condition' of use.
6. Design assumes full bearing at all supports shown. Shim or wedge if
necessary.
7. Design assumes adequate drainage is provided.
8. Plates shall be located on both faces of truss, and placed so their center
lines coincide with joint center Ones.
9.Digits indicate size of plate in Inches.
10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek)
v
0
0
This design prepared from computer input by
IMPERIAL TRUSS AND LUMBER
TRUSS SPAN 42'- 4.0'
CBC2010/IBC2009
MAX MEMBER FORCES 4W /GDF/Cq=1.00
LOAD DURATION INCREASE =.1.25
1.
2=( -36)
36
2-11=(-1019) 5138-3_1,1=(s-1332) 100 15- 9=(-334) 158
SPACED 24.0' O.C.
2.
3=(-5397)
1098
11-12=( -949) 4543 11. 4=( o 4.6
3-
4=(-5117)
993
12-13=( -863) 3884 <4'12=( -635) 105
LOADING
4.
5=(-4255)
912
13.14=( •874) 3889 1L12,- 15=( -20) 552
LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0
PSF
5.
6=(•3276)
755
14.15=( •975) 4544!-5.1,3=(-1010) 208
OL ON BOTTOM CHORD = 7.0
TOTAL LOAD = 41.0
PSF
PSF
6.
7•
7=(•3276)
8=(-4255)
755
927
15.10=(•1130) 5142"`13-'_ ( -218) 1395
13 75 (•-1010,)Z223
8-
9=(-5120)
1067
7-1'4=(r -311):) 552
LIMITEDSTORAGE DOES NOT APPLY DUE TO THE
SPATIAL
9.10=(-5400)
1202
14 8=(.'-638•). 120
REQUIREMENTS OF CBC 2010 NOT BEING MET.
/ 'Jy 81.5=(4r5B)- 478
BRG
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD.
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
TOP
BEARING
LOCATIONS
MAX VERT MAX)HORZ REG IR D BRG AREA
REACTIONS REACTIONS 'SIZE SOIIN:1 (SPECIES)
3
0'•
0.0'
-181/ 1879V -33%4) J121H 50' 3 01 OF ( 625)
42'-
4.0'
147/ 1736V -.06f12.1AjL-3.50' C78 OF ( 625)
2a
VERTICAL DEFLECTION,LIM :---L=L/360, FL 1240
MAX LL DEFL y'0.Q3,7'(@L47" 0.5' Allowed = 0.138'
MAX
TL CREEP DEFL •0.`042' @ -.2'y 0.5' AllBwed = 0.208'
MAX
MAX LL OEFL1= 0b4'96%,f 2'i"- 2.0' Allowed = 1.392'
TL CREEP DEFL' 1F451' @-2 1' 2.0' /Alllowed = 2.087'
RECOMMENDED CAMBER=( -BASED ON)DL;DEFL)= 0.983']
MAX HOBIZ% LDOEFL
= .134' @'42 0.5'
MAXjHOR-IZ'. jt_) DEFL = 0.259' 421. 0.5'
Design conforms to main windfjorce-resisting
system and components add cladding criteria.
Wind: 95 mph, h=15ft, TCDL=8.44,,BBC_DJL=4.2, ASCE 7-05,
Enclosed, Cat.2, Exp.C, MWFRS,
interior zone, load duration factor=1'.6 „
Truss designed for wind loads
in the plane of the truss only.
21-02
21-02
5-00-15 4-11-03 5-01-13 5-01-13
4-11-03
5-00-15
6-00-01
M 4x6
3
3.25
MSHSSHS-5x12(S) MSHS-5x12(S)
7-08-11 6-08-11 6-08-11 6-08-11 6-08-11 7-08-11
2-00
JOB NAME: Brian & Joe Steemer - B9
Truss: B9
DES. BY: LJ
DATE: 1/24/2014
SEQ.: 5801940
TRANS ID: 389607
- IIIIIIIIIII VIIIIIIIII III VIII VIIIIIII IIII
WARNINGS:
1. Builder and erection contractor should be advised of all General Notes
and Warnings before construction commences.
2. 2x4 compression web bracing must be Installed where shown .
3. Additional temporary bracing to insure stability during construction
is the responsibility of the erector. Additional permanent bracing of
the overall structure is the responsibility of the building designer.
4. No load should be applied to any component until after all bracing and
fasteners are complete and at no time should any loads greater than
design bads be applied to any component.
S. CompuTrus has no control over and assumes no responsibility for the
fabdcation, handling, shipment and Installation of components.
6. This design is furnished subject to the limitations set forth by
TPIIWTCA in SCSI, copies of which will be furnished upon request.
MiTek USA, Inc./CompuTrus Software 7.6.6(1L) -E
42-04
Scale: 0.1749
GENERAL NOTES, unless otherwise noted:
1. This design Is based only upon the parameters shown and is for an individual
building component. Applicability of design parameters and proper
intoporetion of component is the responsibility of the building designer.
2. Design assumes the top and bottom chords to be laterally braced at
7 O.C. and at 10' o.c. respectively unless braced throughout their length by
continuous sheathing such as plywood sheathing(TC) and/or drywa9(BC).
3. 2x Impact bridging or lateral bracing required where shown ++
4. Installation of truss is the responsibility of the respective contractor.
5. Design assumes trusses are to be used in a noncorrosive environment,
and are for 'dry condition' of use.
6. Design assumes full bearing at all supports shown. Shim or wedge if
necessary.
7. Design assumes adequate drainage is provided.
8. Plates shall be located on both faces of truss, and placed so their center
lines coincide with joint center Ones.
9.Digits indicate size of plate in Inches.
10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek)
v
0
0
LUMBER SPECIFICATIONS
TC: 2x4 DF k1&BTR;
2x4 OF H2 T2, T3
BC: 2x4 OF q1&BTR;
2x4 OF 112 B2
WEBS: 2x4 OF STAND
TC LATERAL SUPPORT <= 1210C. UON.
BC LATERAL SUPPORT <= 1210C. UON.
OVERHANGS: 24.9' 24.9'
Connector plate prefix designators:
C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc
M,M20HS,M18HS,M16 = MiTek MT series
TRUSS SPAN 42'- 4.0'
LOAD DURATION INCREASE = 1.25
SPACED 24.0' O.C.
LOADING
LL( 20.0)*DL( 14.0) ON TOP CHORD = 34.0 PSF
DL ON BOTTOM CHORD = 7.0 PSF
TOTAL LOAD = 41.0 PSF
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF CBC 2010 NOT BEING MET.
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
21-02 21-02
6-00-01 5-00-15 4-11-03 5-01-13 5-01-13 4-11-03 5-00-15
12
3.25 C�---
M-1 .5x4
o
�M418
L L 7-08-11
2-00
JOB NAME: Brian & Joe Steamer - B10
Truss: B10
DES. BY: LJ
DATE: 1/24/2014
SEQ.: 5801941
TRANS ID: 389607
11111111111 VIII 111111 1111111111 III IIII
M-5x6(S) M
0.25'
M -3x4 0.25°
MSHS-5x12(S)
L L
6-08-11 6-08-11
M -4x6
4.0°
6 4y
M -3x4
];?
M-5x6(S)
0.25"
16
M 3x8 0.214 55 M 3x4
MSHS-5x12_(SI
L L L
6-08-11 6-08-11
42-04
This design prepared from computer input by
IMPERIAL TRUSS AND LUMBER
CBC2010/I8C2009 MAX MEMBER FORCES 4W /GDF/Cq=1.00
1- 2=( -36) 36 2.12y(7•1004)z5138 3-12=( -332) 101
2- 3=(-5396) 1082 12.13-( •933) 4542-12„t4=( 0) 476
3- 4=(-5117) 977 13.14"(<847) 3883 4-13= -6354,1.06
4. 5=(•4254) 895 14-15=(� -64703883 13- 5=( •20 X552
5- 6=(•3276) 738 15-16=(~`-933),4542 5-14=(•1010(; ISO8
8- 7=(-3276) 738 16-1A=('f004)�5138 14- 8=( •209) 395
7- 8=(-4254) 895 Q d4� 7=(•1010) 208
8. 9=(•5117) 977 / , 15=( -20) 552
9-10=(•5396) 1082 +y 1'$• 8=( -635) 106
10.11=( -36) 36 I + / 8-16=( /0) 476
C \ (_t6- 9=( -332) 101
BEARING MAX VERT MAX HORZ RG REI�UIpED BRG AREA
LOCATIONS REACTIONS REACTIONS LLLLLLSIZE SOf.IW (SPECIES)
01- 0.0' -180/ 1874V.-- `133/ t13A, 3.50: 00 OF ( 625)
42'- 4.0' -180/ 18714V�-133/- 133H� 3.50' q'.00 OF ( 625)
v
VERTICAL OEFL CTION L 1 ITS,•,,LL=L/360, Tl� L/240
MAX LL DEFL = 0:037 � @' =21- 0.5' Allowed = 0.138'
MAX TL CREEP DEFL,= -0'042 @ '2 - 0.5' Al
MAX
= 0.208'
LL DEFL - 0..486' @� i21 2.0' Al2owed = 1.392'
MAX TL CREEP D„EFL- -.1,.451'`@( 2 2.0' Allowed = 2.087'
F,L
MAX LL OE = :0.7037'4@ //�4�'- 4.5' Allowed = 0.138'
MAX TL CREEP DEFL d -04042' @ s44'- 4.5' Il lowed = 0.208'
RECOMMENDED CAMBER (:BASED ON OL DEFL (6498
MAX H'ORtZ. LLxDEFL = -0.131' 42'• 0.5'
MAX HORIZ. TL DEFt -�0 22i 9'0 '• 0.5'
Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 95 mph, h=15ft, TCDL=8.4,BCDL=4.2, ASCE 7.05,
Enclosed, Cat.2, Exp.C, MWFRS,
interior zone, load duration factor=1.6 „
Truss designed for wind loads
in the plane of the truss only.
6-00-01
12
a 3.25
M-1 .5x4
0
1 � o
M -4x8 0
L
7-08-11 L
2-00
B/riia""
i/24/ //
Scale: 0.1533
WARNINGS:
GENERAL NOTES, unless otherwise noted:
1. Builder and erection contractor should be advised of all General Notes
1. This design is based only upon the parameters shown and Is for an Individual
and Warnings before construction commences.
building component. Applicability of design parameters and proper
2. 2x4 compression web bracing must be installed where shown �.
incerpom0on of component is the responsibility of the building designer.
3. Additional temporary bracing to Insure stability during construction
is the respomibitity of the erector. Additional permanent bracing of
2. Design assumes the top and bottom chords to be laterally braced at
2' o.c. and at 10' o.c. respectively unless braced throughout their lenggth by
the overall structure is the responsibility of the building designer.
continuous sheathing such as plywood sheathing(TC) and/or drywall(..).
3. 2x Impact bridging or lateral bracing required where shown +.
4. No load should be applied to any component until after all bracing and
4. Installation of truss is the responsibility of the respective contractor.
fasteners are complete and at no time should any loads greater than
S. Design assumes trusses are to be used in a noncorrosive environment,
design loads be applied to any component.
and are for *dry condition- of use.
5. CompuTrus has no control over and assumes no responsibility for the
6. Design assumes full bearing at all supports shown. Shim or wedge if
fabrication, handling, shipment and installation of components.
necessary'
7. Design assumes adequate drainage Is provided.
8. This design is furnished sub act to the limitations set forth
9 1 M
8. Plates shall be located on both faces of truss, and placed so their center
TPIM7rCA in BCSI, copies of which will be furnished upon request.
lines coincide with joint center Ones.
9. size of
For edesige In
MiTek USA, Inc./CompuTrus Software 7.6.6(1 L) -E
0. basic coits nnector n values see ESR -1311, ESR -1988 (MiTek)
B/riia""
i/24/ //
1111111111
LUMBER SPECIFICATIONS
TC: 2x4 OF N1;
2x4 OF k2 T1 -T4
BC: 2x4 OF k2
WEBS: 2x4 OF STAND
TC LATERAL SUPPORT <= 12'OC. UON.
BC LATERAL SUPPORT <= 1210C. UON.
Staple or equal at non-structural
vertical members (uon).
M -3x4 where shown; Jts:1,3,5,7.8,10
Connector plate prefix designators:
C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc
M,U20HS,MI8HS,M16 = MiTek MT series
TRUSS SPAN 42'- 4.0'
LOAD DURATION INCREASE = 1.25
SPACED 24.0' O.C.
LOADING
LL( 20.0)FDL( 14.0) ON TOP CHORD = 34.0 PSF
DL ON BOTTOM CHORD = 7.0 PSF
TOTAL LOAD = 41.0 PSF
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF CBC 2010 NOT BEING MET.
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
This design prepared from computer input by
IMPERIAL TRUSS AND LUMBER
Design cbnforms>•,to main windforce-resisting
system and=components and cladding criteria.
Wind: 95 mph, l)=15ft: CDL=B. ;BCDL=4.2,'AS E 7-05,
Enclosed Cat,2 Ezp,L,C_9WFRS,
inter ;or zpne, loadrfduration factor= .6 „
Truss J'desig'ned`forvwind loads
in the planeiof t- tr"q! only.
Note: Outlooker truss. Upp Rtop chordsequire samco e material
as structural top chord_ Connect with°'M,-3x6
min typical 36'oc (uon). J per." 'Jif
Note,Tfusv desi h require's continuous
I : bearing we l for enure" span UON.
0
c)
0
21-02 21-02
11-06-03 9-07-13 9-07-13 11-06-03
7-08-11 6-08 11 6-08-11 6-08-11 6- 8-11 7-08-11
12 12
3.25 C- M -4X8 a 3.25
2-00
JOB NAME: Brian 8 Joe Steamer - B11
Truss: B11
DES. BY: LJ
DATE: 1/24/2014
SEQ.: 5801942
TRANS ID: 389607
11111111111111111111111111111111111111111 IIII
11-01
14-00
10-01
WARNINGS:
1. Builder and erection contractor should be advised of all General Notes
and Warnings before construction commences.
2. 2x4 compression web bracing must be installed where shown +.
3. Additional temporary bracing to Insure stability during construction
is the responsibility of the erector. Additional permanent bracing of
the overall structure is the responsibility of the building designer.
4. No load should be applied to any component until after all bracing and
fasteners are complete and at no time should any loads greater than
design toads be applied to any component.
5. CompuTrus has no control war and assumes no responsibility for the
fabrication, handling, shipment and installation of components.
6. This design is furnished subject to the limitations set forth by
TPIIWTCA in SCSI, copies of which will be furnished upon request
MiTek USA, Inc.fCompuTrus Software 7.6.6(1L) -E
10-01
10-00
42-04
Scale: 0.1908
GENERAL NOTES, unless otherwise noted:
1. This design is based only upon the parameters shown and is for an individual
building component Applicability of design parameters and proper
incorporation of component Is the responsibility of the building designer.
2. Design assumes the top and bottom chords to be laterally braced at
7o.c. and at 10' o.c. respectively unless braced throughout their length by
continuous sheathing such as plywood sheathing(TC) and/or drywall(BC).
3. 2x Impact bridging or lateral bracing required where shown ++
4. Installation of truss is the responsibility of the respective contractor.
5. Design assumes busses ere to be used in a noncorrosive environment,
and are for 'dry condition' of use.
6. Design assumes full bearing at all supports shown. Shim or wedge if
necessary.
7. Design assumes adequate drainage is provided.
8. Plates shall be located on both faces of truss, and placed so their center
lines coincide with joint center lines.
9.Digits Indicate size of plate in Inches.
10. For basic connector plate design values see ESR -1311, ESR -1988 (MTek)
18-04
11-01
WOW4
i/a/y /i9
2-00
1 ii 1 ii iii
LUMBER SPECIFICATIONS
TC: 2x4 OF q2
BC: 2x4 OF #2
WEBS: 2x4 OF STAND
TC LATERAL SUPPORT <= 1210C. UON.
8C LATERAL SUPPORT - 1210C. UON.
Staple or equal at non-structural
vertical members (uon).
Connector plate prefix designators:
C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc
M,M20HS,M18HS,M16 = MiTek NT series
v
co
o
C3
TRUSS SPAN 10'- 6.0'
LOAD DURATION INCREASE = 1.25
SPACED 24.0' O.C.
LOADING
LL( 20.0)+DL( 14.0) ON TOP CHORD = . 34.0 PSF
DL ON BOTTOM CHORD = 7.0 PSF
TOTAL LOAD = 41.0 PSF
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF CBC 2010 NOT BEING MET.
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
5-03
12
3.25 C---
I IM -4x4
4.0°
3
5-03
This design prepared from computer input by
IMPERIAL TRUSS AND LUMBER
Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 95 mph, h=15ft, TCD=8.4,BCDL=4 2, ASCE 7x05,
Encloseb,,Cat.2, Exp.C, MWFRS, N
interior zone, load duration factor=l.6,,.
Trus°s=designed for wind loadsl
tpl'ane of the toss only.
I a w I
^F Note:°Trpssgdesign requires continuous
`j ls_bear"ing_wall for ejlti re span UON.
1
c >
< 00 m
U0 0
Z C)
Or C
r
3 25 CLL Lu
m Q.
0
L
L 5-03
5-03
L
2-00
10-06
2-00
JOB NAME: Brian 8 Joe Steamer - C1
Scale: 0.5885
I
WARNINGS:
GENERALNOTES, unlessotherMse noted:
1. Builder and erection contractor should be advised of all General Notes
1. This design is based only upon the parameters shown and is for an individual
Truss: C 1
and Warnings before construction commences.
building component Applicability of design parameters and proper
2. Dc4 compression web bracing must be installed where shown +.
fncagration of component is the responsibility of the building designer.
DES. BY • LJ
3. Additional temporary bracing to Insure stability during construction
2. Design assumes the top and bottom chords to be laterally braced at
unless braced throughout their length
T o.c. a W et 10'heathin
•
is the responsibility of the erector. Additional permanent bracing of
the were// structure is the the building designer.
)by
continuoussIdgingnrsuchl
suchrespectivelyplywood drywall(BC). .
DATE 1/24/2014
" SEQ.: 5801943
responsibility of
4. No load should be applied to any component unfit after all bracing and
fasteners time loads
3. h Impact Dddging or lateral bracing required where shown ++
acinga aired where shown
4. Installation of truss is the responsibility of the respective contractor.
5. Design assumes trusses are to be in
wA
TRANS I D : 389607
ere complete and at no should any greater than
design loads be applied to any component.
5. CompuTrus has no control over and assumes no responsibility for the
used a non-comosive environment,
and are for "dry condition' of use.
6. Design assumes full bearing at all supports shown. Shim or wedge II
2. Z.Jy
fabrication, handling, shipment and installation of components.
6. This design is furnished subject to the limitations set forth by
necessary.
7. Design assumes adequate drainage is provided.
8. Plates shall be located on both faces of truss, and so their center
7PUWfCA in BCSI, copies of which will be furnished upon request.
placed
lines coincide with joint center aces.
y. ne`
yr VA
IIIIII III VIII VIII I III VIII VIII IIII IIII
Mi7ek USA, Inc./CompuTrus Software 7.6.6(1 L) -E
Indicate
9. For b Indicate size p plate In Inches.
p
10. For basic connector plate design values see ESR•1311, ESR -1988 (MTek)
v
CD
0
111111111
LUMBER SPECIFICATIONS
TC: 2x4 OF q2
BC: 2x4 DF q2
WEBS: 2x4 OF STAND
TC LATERAL SUPPORT <= 12'OC. UON.
BC LATERAL SUPPORT <= 12'OC. UON.
OVERHANGS: 24.9' 24.9'
Connector plate prefix designators:
C,CN,CI8,CN18.(or no prefix) = CompuTrus, Inc
Y,M20HS,Y18HS,916 = MiTek MT series
v
7
0
2-00
JOB NAME: Brian 8 Joe Steamer - C2
Truss: C2
DES. BY: LJ
DATE: 1/24/2014
SEQ.: 5801944
TRANS ID: 389607
- I IIIIII VIII VIII VIII VIII VIII VIII IIII IIII
12
3.25 0
This design prepared from computer input by
M -4x6
4.0'
3 ( (
I
I
3.0'
v .
-- 6 -- o
0
MM -U4 M -1.5x4 M -3x4
5-03
10-06
5-03
Scale: 0.5010
WARNINGS:
IMPERIAL TRUSS AND LUMBER
TRUSS SPAN 10'• 6.0'
1. This design is based only upon the parameters shown and is for an individual
and Warnings before construction commences.
CBC2010/IBC2009 MAX MEMBER FORCES 4W /GDF/Cq=1.00
LOAD DURATION INCREASE = 1.25
incorporation of component is the responsibility of the building designer.
3. Additional temporary bracing to Insure stability during constructlon
1.2=( -36) 36-2-6z(4j95) 706 6-3=(0) 202
SPACED 24.0' O.C.
LOADING
Y o.c. and at 10' o.c. respectively unless braced throughout their length by
continuous sheathing such as plywood sheathing(TC) and/or drywall(BC).
the overall structure is the responsibility of the building designer.
2-3=(•783) 248 6.4=(-198') 706
3.4=(-783) 248
LL( 20.0)+OL( 14.0) ON TOP CHORD = 34.0
PSF
fasteners are complete and at no time should any loads greater than
361
4.5=38 1`'' a
DL ON BOTTOM CHORD =. 7.0
PSF
5. CompuTrus has no control over and assumes no responsibility for the
/AR;A
TOTAL LOAD = 41.0
PSF
BEARING
MAX VERT MAX HARZ rBRG REQUIRED BRG
MITek USA, Inc./CompuTrus Software 7.6.6(1 L) -E
9.Digits Indicate size of plate in Inches.
10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek)
LOCATIONS
REACTIONS REACTIONS SIZE SO"_)IN. (SPECI)
LIMITED STORAGE DOES NOT APPLY DUE TO THE
SPATIAL
01- 0.0'
4ZH 3.50 0 91 OF (1625)
-102/ 569V 47//1
REOUIREYENTS OF CBC 2010 NOT BEING NET.
10'- 6.0'
102/ 569V 47f 47H 3. U91 OF ( 5)
BOTTOM CHORD
CHECKED FOR 10PSF LIVE LOAD.
TOP
VERTICAL DEFLECTIONIMITS !LL=L-/360_ TL=L/240
I0.§138'
AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.
MAX
MAX LL DEFL = 0.037'x@ -2:d= 0^8; QA'llowed =
TL CREEP DEFL = -0.042 @ 2')• (0 5'IL-j lowed > 0,V208*
MAX
MAX LL DEFL' = 0.020' @ 5'- 3.0'' llowedCJ 0'331'
TL CREEP DEFL =-0.056'li@ C5:Z3 0' - 01.496'
MAX LL DEFL = 0.037'x@ L2'-p 6''S?Allowed 138'
c12';; 0.208'
MAX
TL CREEP DEFL = -0.,042'.,,@ -,16.5C) Allowed
RECOMMENDED CAMBER (BASED ON DL' DEFI)- 0139'
8,'r
MAX HORIZ. LI /DEFL =Z 0.0 10'- 2./'
MAX HORIZ. TL%DEFL-,/ 0.010'0@ 10'- 215'
/1
Design'confo to main windforce-resisting .
_
system aird°coNonents and cladding cFiteria.
5-03
5-03
Wind: 95 mph h=15f:t'_ TCOL=8.4,BCDL=4.F2, ASCE 7.05,
12
Enclosed, Cat.2,-Ezp:•C.',MWFRS,, / -
z::)3.25
interior zone, load duration factor=l.6 „
Truss designed for wind loads
in the plane of the truss only.
M -4x6
4.0'
3 ( (
I
I
3.0'
v .
-- 6 -- o
0
MM -U4 M -1.5x4 M -3x4
5-03
10-06
5-03
2-00
Haaaw
an
//--* IZ4
Scale: 0.5010
WARNINGS:
GENERAL NOTES, unless otherwise noted:
1. Builder and erection contractor should be advised of all General Notes
1. This design is based only upon the parameters shown and is for an individual
and Warnings before construction commences.
building component Applicability of design parameters and proper
2. 2x4 compression web bracing must be Installed where shown +.
incorporation of component is the responsibility of the building designer.
3. Additional temporary bracing to Insure stability during constructlon
2. Design assumes the top and bottom chords to be laterally braced at
is the responsibility of the erector. Additional permanent bracing of
Y o.c. and at 10' o.c. respectively unless braced throughout their length by
continuous sheathing such as plywood sheathing(TC) and/or drywall(BC).
the overall structure is the responsibility of the building designer.
3. 2x Impact bridging or lateral bracing required where shown ++
4. No load should be applied to any component until after all bracing and
4. Installation of truss is the responsibility of the respective contractor*
fasteners are complete and at no time should any loads greater than
S. Design assumes trusses are to be used in a noncorrosive environment
design loads be applied to any component.
and are for *dry condition' of use.
5. CompuTrus has no control over and assumes no responsibility for the
6. Design assumes full bearing at all supports shown. Shim lir wedge if
fabrication, hencitin , shipment and installation of components.
g C
6. This design is furnished subject to the limitations set forth by
necessary.
7. Design assumes adequate drainage is provided.
8. Plates shall be located on both faces of truss, and placed so their center
TPVVVTCA in BCSI, copies of which will be furnished upon request.
lines coincide with joint center lines.
MITek USA, Inc./CompuTrus Software 7.6.6(1 L) -E
9.Digits Indicate size of plate in Inches.
10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek)
2-00
Haaaw
an
//--* IZ4
IrOr",-ES Enraluat!^on R -_DO t FCR? 19W
Reissued December 1, 2010
This report is subject to renewal in two years.
vvv vvAcc-es.ora 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council'
DIVISION: 06 00 00 -WOOD, PLASTICS AND
COMPOSITES
Section: 06 17 53--Shop-Fabricated Wood Trusses
REPORT HOLDER:
MITEK INDUSTRIES, INC.
14515 NORTH OUTER FORTY, SUITE 300
CHESTERFIELD. MISSOURI 63017
(314) 434-1200
www.mii.com
EVALUATION SUBJECT:
MiTek® TRUSS CONNECTOR PLATES: TL18, MT18,
MTI8HSTm, M18SHST"', TL20 and MT20
1.0 EVALUATION SCOPE
Compliance with the following codes:
■ 2009 International Building Code® (2009 IBC)
■ 2009 International Residential Code (2009 IRC)
■ 2006 International Building Code (2006 IBC)
* 2006 international Residential Code (2006 IRC)
1997 Uniform Building Code TM (UBC)
Property evaluated:
Structural
2.0 USES
MiTeke metal truss connector plates are used as joint
connector components of light wood -frame trusses.
3.0 DESCRIPTION
3.1 MiTek0TL18 and MT18:
Models TL18 and MT18 metal truss connector plates are
manufactured from minimum No. 18 gage 10.0466 inch
total thickness (1.18 -mm)), ASTM A 653 SS, Grade 40
steel, with a G60 galvanization coating [0.0005 inch
thickness on each side (0.013 mm)] and having a
base -metal thickness of 0.0456 inch (1.16 mm). The plates
have teeth 3ls inch (9.5 mm) long, punched in pairs formed
at right angles to the face of the parent metal so that two
teeth.per hole occur along the length. The spacing along
the longitudinal direction of each punched slot is 1 inch
(25.4 mm) on center. The transverse centerlines of
adiacent slots are staggered 0.10 inch (2.54 mm). The
distance between longitudinal centerlines of the slots is
0.25 inch (6.35 mm). There are eight teeth per square inch
(645 mm2) of surface area. Plates are available in 1/2 -inch
( 12.7 mm) width increments, up to 12 inches (304.8 mm),
and lengthwise in 1 -inch (25.4 mm) multiples. See Figure 1
for details.
3.2 MiTeke MT18HST":
Wiodel IviT 18HST'' metal truss connector plates are
manufactured from minimum No. 18 gage 10.0466 inch
total thickness (1.18 mm)], ASTM A 653, Grade 60,
high-strength, low -alloy steel (HSLAS) with a G60
galvanization coating 10.0005 inch thickness on each side
(0.013 mm)) and having a base -metal thickness of 0.0456
inch (1.16 mm). The plate has teeth 318 inch (9.5 mm) long,
punched in pairs formed at right angles to the face of the
parent metal so that two teeth per hole occur along the
length. The spacing along the longitudinal direction of each
punched slot is 1 inch (25.4 mm) on center. The transverse
centerlines of adjacent slots are staggered 0.10 inch
(2.54 mm). The distance between longitudinal centerlines
of the slots is 0.25 -inch (6.35 mm). There are eight teeth
per square inch (645 mm2) of surface area. Plates are
available in '/2 -inch (12.7 mm) width increments, up to
12 inches (304.8 mm), and lengthwise in 1 -inch (25.4 mm)
multiples. See Figure 1 for details.
3.3 MiTek®M18SHSTm:
Model M18SHSTM metal truss connector plates are
manufactured from minimum No. 18 gage 10.0466 -inch
(1.18 mm) total thickness), hot -dipped galvanized steel that
meets the requirements of ASTM A 653 SS, Grade 80
steel, with a G60 galvanization coating [0.0005 inch
thickness on each side (0.013 mm)) and having a base
metal thickness of 0.0456 inch (1.16 mm). The plates have
3/8 -inch -long (9.5 mm) teeth, punched in pairs formed at
right angles to the face of the parent metal so that two
teeth per hole occur along the length. The spacing along
the longitudinal direction of each punched slot is 1 inch
(25.4 mm) on center. The transverse centerlines of
adjacent slots are staggered 0.10 inch (2.54 mm). The
distance between iongitudinal centeriines of slots is 0.25
inch (6.35 mm). There are eight teeth per square inch (645
mm2) of surface area. Plates are available in '/2 -inch -width
(12.7 mm) increments, up to 12 inches (304.8 mm), and
lengthwise in 1 -inch (25.4 mm) multiples. See Figure 1 for
details.
3.4 MiTek TL20 and MT201:
Models TL20 and MT20Tm metal truss connector plates are
manufactured from minimum No. 20 gage [0.0356 inch
total thickness (0.9 mm)), ASTM A 653 SS, Grade 40 steel,
with a G60 galvanization coating 10.0005 inch thickness on
each side (0.013 mm))] d-having,a base -metal thickness
of 0.0346 inch (0.88( mm)yThe platave-teeth '/e inch
(9.5 mm) long, punched in pairs formed a1 h ht ang s tc
g
"I. d r•• . t iQ. a n
the face of the pareni mf elkso th attwot eeth per olE
occur along the le)n)oth. The;spaciriarong-tnel'ongitudinra
riireciion of each Iounchedt slo lsr-1 rinchg(25.4 m or
`Revised April 2011
ICC -ES Evaluation Reports are not to he construed as representing aesthetics or anvoiher attributes nut specijicotl v
as an endorsement of the subteci of the repos ur a recommendmton for its use. There is no warranty by ICC l vaivat
in any finding or other matter in this report• or as to any prudun covered by the report.
Copyhoht O 2011
I W_.; V :
CoiVSTPI 1
rnr are thev to he construed
_ape 1 of3
A
MiTek USA, Inc. / CompuTrus Software
Warnings & General Notes
WARNINGS:
1. Builder and erection contractor should be advised of all General Notes
and Warnings before construction commences.
2. 2x4 compression web bracing must be installed where shown +.
3. Additional temporary bracing to insure stability during construction
is the responsibility of the erector. Additional permanent bracing of
the overall structure is the responsibility of the building designer.
4. No load should be applied to any component until after all bracing and
fasteners are complete and at no time should any loads greater than
design loads be applied to any component.
5. CompuTrus has no control over and assumes no responsibility for the
fabrication, handling, shipment and installation of components.
6. This design is furnished subject to the limitations set forth by
TPI/WTCA in BCSI, copies of which will be furnished upon request.
GENERAL NOTES, unless otherwise noted:
1. This design is based only upon the parameters shown and is for an individual
building component. Applicability of design parameters and proper
incorporation of component is the responsibility of the building designer.
2. Design assumes the top and bottom chords to be laterally braced at
2' o.c. and at 10' o.c. respectively unless braced throughout their length by
continuous sheathing such as plywood sheathing (TC) and/or drywall (BC).
3. 2x Impact bridging or lateral bracing required where shown + +.
4. Installation of truss is the responsibility of the respective contractor.
5. Design assumes trusses are to be used in a non -corrosive environment,
and are for "dry condition" of use.
6. Design assumes full bearing at all supports shown. Shim or wedge if
necessary.
7. Design assumes adequate drainage is provided.
8. Plates shall be located on both faces of truss, and placed so their center lines
coincide with joint center lines.
9. Digits indicate size of plate in inches.
10. For basic connector plate design values see ESR -1311, ESR-1988(MiTek).
QROFESS/p\
U l
" t — No.(40806
. j EXP. 3/31/15
Q-
sTgTF OF CAI. Fo P
` FOR GABLE ENDS UNDER 6'-1" IN HEIGHT
" C❑mpLTi 1.15, 11711C."MINIMUM GABLE STUD GRADE -2x4STUD GRADE DOUG -FIR
Custom Software Engineering Manufacturing
GABLE END
(21
2x4 BRACE AT 16'-0" o.c. OR AT
CENTERLINE. ATTACH WITH 16d
NAILS SHOWN IN ().
(2)
(2)
-
BRACING FOR GABLE END
FILE NO: GABLE 90C (- 6'-1")
DATE: 07/01/09
REF: 25-15 DES: SC
IBC 2009 / CBC 2010
SEQ: S151508
STRUCTURAL
TRUSSES
PLATE
2x4 STUDS "
M-1 x3 Typical
M -2,5x4
G
Q( IDFESS/p
rV12 q,
4-n0806
zm,
w
rr No.x
EXP. 3131/15
S G2
ENO
TgTF OF C A'04i o
CUTOUT FOR 4x2
OUTLOOKER
M -2.5x4 (Spl) YMIGp
CENTER VERTICALS VARYAS REQUIRED
BY VENT SIZE OR OUTLOOKER
CUTOUT FOR 4x2 OUTLOOKER
OFF STUD 1x4 ADD-ON. ATTACH OVER STUD
WITH 8d NAILS AT 9" o.c,
4x2 OUTLOOKER DETAILS
C❑mpuTc-uS, ,nc.
FRAMING DETAILS WHERE HIP TERMINATION
Custom Software Engineering Manufacturing POINT DOES NOT MEET WITH COMMON TRUSS.
RIDGE
SHAPED BLOCK
1
CROSS
BLOCK
:TER
A -A
l_
HIP TRUSS
See Engineereing for Details
i • i 2x4 Vertical at
1-*----4'-0.O.c.typical
2x4 LATERAL BRACING AS SECTION A -A
SPECIFIED ON ENGINEERING
CompuTc-us. Inc.
Custom Software Engineering Manufacturing PRESSURE BLOCKING DETAIL FOR END JACK BOTTOM
CHORD UP TO 8'-0" AT HIP NO. 1 WITH CEILING LOAD OF 10psf
ME
Bottom chord of Hip
2'-0" oc typical No. 1 truss
NOTE: Attach 2x4 Doug Fir pressure block to bottom chord
of hip no. 1 with 4-16d nails. Bottom chords of end
joints are attached with 3-10d nails at each end of the
pressure block.
FILE NO:
PRESSURE BLOCKING
DATE:
01/20/08
REF:
15,25-1
IBC 2009 / CBC 2010
SEQ:
S5480564
Qi E SS/p\
EXR 3/3'1/15
ENG P
sTgTFOF CALIFG `
10d
Hip No. 1
truss
SIDE VIEW
end jack
pressure block
3-10d
ALTERNATE FRAMING DETAIL AROUND 30" ACCESS
C❑mpuTi-us. Inc.
Custom Software Engineering Manufacturing
TYPICAL ROOF TRUSS LAYOUT
Q
�pFESS/p
EXP. 3/3-1/15
C, 4////3 Q
EN G`N�� �P
�rFOF
CA1-WG?/
1 24' L 24" , 24" j 24" t 24" 1 24" I
NOTE: REFER TO APPROPRIATE ENGINEERING DETAIL FOR
TRUSS TYPES DESIGNED FOR OVERSPACING.
ADJUSTED ROOF TRUSS LAYOUT
single member common (net 24" o.c.)
24" L 24" L 21" �� 30" dear21" 1 24 24"
Sec ,, A -A
FILE NO:
30" ATTIC ACCESS
DATE:
07/23/08
REF:
25-1
IBC 2009
/ CBC 2010
SEQ:
S5480563
Ladder Frame
Between trusses with 2x4 at 48" o.c.
SectionA-A 30" x 30"
(bottom view)
Access
Opening
0
2
r
0
/Z, C❑mpuTPLis. 1n c.
Custom Software Engineering Manufacturing
+Install 2X4 bracing at flat top chord
areas at 2'-0" o.c. unless otherwise noted
M-1Y3ATVFRTICAI_S. LION. 16'-0"
TYPICAL HIP OVERFRAMING DETAIL
M -1x3 AT VERTICALS. UON.n 12 -0
FILENO: HIPOVERFRAMING
DETAIL'
DATE: 07/01/09
REF: 25,15-1
IBC 2009 / CBC 2010
SEQ: 5482635
9
Q OFESSIO
r NO.(,4!0806
EXP. 3/31.15
cc's 4//1,13 Q-
s ENGk\A Q
T TF OF CAI. F /
For Truss Details not shown see appropriate CompuTrus design.
Note: Flat over framing material to be equal or better in size and grade
of flat portion of structural member.
a
611
t0Qo
CY 1 : U~
76L }
3L #4 #1 it2, it3L #4
0
o l
14'-0"
fi
Hip #4
10'-0"
Hip #2
CompuTrug.
s, In
Custom Software Engineering Manufacturing
LUMBER SPECIFICATIONS:
2X4 #2 DF -L CHORDS
2X4 STD. DF -L -STUDS
M -4x4
M -5x6
A
I
' A
FILE NO:
SC GABLE END
DATE:
07101/09
REF:
25-1
IBC 2009
/ CBC 2010
SEQ:
5482634
u
CUTOUT FOR 2x4
"OFF STUD"
ADD-ON SAME SIZE AND -- _ _:l
GRADE AS TOP CHORD
WITH 16d NAILS AT 12" O.0 - --
ADD ON SPLICE TO OCCUR
AT PANEL POINTS WITH
CLUSTERS 2 -16d NAILS
OUTLOOKERS PER DETAIL
(1/4" MAX. OVERSIZE CUT)
M-10 ONE SIDE AND (2) 14 GA 2" 2x4 CONST. DOUG.
STAPLES ON OTHER SIDE FIR AT 32" O.C. 2x4 BLOCK w/3 -16d EACH END
MINIMUM GRADE CHORDS T41-16d
AND STUDS 2•-0"
M -3x6 MIN. OR USE o
TSAME RUSS SIZE AS ON GOP e
BALLOON FRAME BEARING WALL TI
SCISSOR BOTTOM CHORD
II
-ll-
BEARING CONNECTIONS ARE THE SOLE RESPONSIBILITY
OF THE ENGINEER OF RECORD. DETAILS ON THIS PAGE
ARE SUGGESTIONS ONLY AND ARE NOT INTENDED TO BE
UTILIZED WITHOUT THE BUILDING ENGINEER'S APPROVAL.
SCISSOR GABLE
ENDFRAME
16d AT 24" O.C.
r2x4NTINUOUS BACKING WITH
ILS AT 24"O.C. TO WALL
SECTION A
JANUARY 1, 2009 1 SCAB APPLIED OVERHANGS
TRUSS CRITERIA:
LOADING: 40-10-0-10
DURATION FACTOR: 1.15
0 0o SPACING: 24" O.C.
LVL- a TOP CHORD: 2x4 OR 2x6
PITCH: 4/12 - 12/12
MiTek USA, Inc. HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL
END BEARING CONDITION
NOTES:
1. ATTACH 2x SCAB (MINIMUM NO.2 GRADE SPF, HF, SYP, DF) TO ONE FACE OF
TRUSS WITH TWO ROWS OF 10d COMMON WIRE NAILS (.148"DIA. x 3") SPACED
6" O.C.
2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH
AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED
TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES.
2x
NOTE: TRUSS BUILT WITHOUT AN OVERHANG.
THIS DETAIL IS NOT TO BE USED WHEN
OVERHANG HAS BEEN BROKEN OFF.
IMPORTANT
This detail to be used only with trusses (spans less than 40') spaced
24" o.c. maximum and having pitches between 4/12 and 12/12 and
total top chord loads not exceeding 50 psf.
Trusses not fitting these criteria should be examined individually.
REFER TO INDIVIDUAL TRUSS DESIGN
FOR PLATE SIZES AND LUMBER GRADES
,ST-REP13A
MiTek USA, Inc. Page 1 of 1
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DATE
FEBRUARY 14, 2012
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CONVENTIONAL VALLEY FRAMING DETAIL ST-VALLEYI
MiTek USA, Inc.
RIDGE BOARD GABLE END, COMMON TRUSS
( SEE NOTE #6) OR GIRDER TRUSS
POST
I MUSS I YF'ICAL
( 24" 0. C.
)
GABLE END. COMMON TRUSS
r-LMIN OL:ka I IVIV
GENERAL SPECIFICATIONS
1. WITH BASE TRUSSES ERECTED (INSTALLED), APPLY SHEATHING TO
TOP
TRUSS MUST
BE SHEATHED NOTE:
48" O.C. MAXIMUM POST SPACING
CHORD OF SUPPORTING (BASE) TRUSSES. LIVE LOAD = 30 PSF (MAX)
2. BRACE BOTTOM CHORD AND WEB MEMBERS PER TRUSS DESIGNS. DEAD LOAD = 15 PSF (MAX)
D.O.L. INC = 1.15
3. DEFINE VALLEY RIDGE BY RUNNING A LEVEL STRING FROM THE INTERSECTING RIDGE OF ASCE 7-98, ASCE 7-02, ASCE 7-05 90 MPH (MW FRS)
THE (a.) GABLE END, (b.) GIRDER TRUSS OR (c.) COMMON TRUSS TO THE ROOF SHEATHING. ASCE7-10 115 MPH (MW FRS)
4. INSTALL 2 x 4 VALLEY PLATES. FASTEN TO EACH SUPPORTING TRUSS WITH (2) 16d (3.5"X.131") NAILS.
5. SET 2 x6#2 RIDGE BOARD. SUPPORT WITH 2 x 4 POSTS SPACED 48" O.C.. BEVEL BOTTOM OF
POST TO SET EVENLY ON THE SHEATHING. FASTEN POST TO RIDGE WITH (4) 10d (3" X.131 -)NAILS.
FASTEN POST TO ROOF SHEATHING WITH (3) 10d (3" X.131 -)TOE -NAILS.
6. FRAME VALLEY RAFTERS FROM VALLEY PLATE TO RIDGE BOARD. MAXIMUM RAFTER SPACING
IS 24" O.C.. FASTEN VALLEY RAFTER TO RIDGE BEAM WITH (3) 16d (3.5" X.131') TOE -NAILS.
FASTEN VALLEY RAFTER TO VALLEY PLATE WITH (3) 16d (3.5" X.131") TOE -NAILS. Q�OFESS/O�
7. SUPPORT THE VALLEY RAFTERS WITH 2 x 4 POSTS 48" O.0 (OR LESS) ALONG EACH RAFTER. 9�
INSTALL POSTS IN A STAGGERED PATTERN AS SHOWN ON PLAN DRAWING. ALLIGN POSTSC2� soo/v F
WITH TRUSSES BELOW. FASTEN VALLEY RAFTER TO POST WITH (4) 10d (3" X.131") NAILS. ��/ �� 0
FASTEN POST THROUGH SHEATHING TO SUPPORTING TRUSS WITH (2) 16d (3.5" X.131-) NAILS. V� �C G1m
8. POSTS SHALL BE 2 x 4 #2 OR BETTER SPRUCE PINE FIR, DOUG FIR LARCH OR SOUTHERN 7448'6 r"
YELLOW PINE. POSTS EXCEEDING 75" SHALL BE INCREASED TO 4 x 4 OR BE PRE -ASSEMBLED ;u
(2) PLY 2 x 4's FASTENED,TOGETHER WITH 2 ROWS OF 10d NAILS 6" O.C.. * EX 13
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--------------
i,
--------------- - -------------- -----
VALLEY PLATE
( SEE NOTE #4)
POST
VALLEY
RAFTERS
' ( SEE NOTE #8)
( SEE
NOTE
#2)
LL I
PLAN DRAWING
POST
I MUSS I YF'ICAL
( 24" 0. C.
)
GABLE END. COMMON TRUSS
r-LMIN OL:ka I IVIV
GENERAL SPECIFICATIONS
1. WITH BASE TRUSSES ERECTED (INSTALLED), APPLY SHEATHING TO
TOP
TRUSS MUST
BE SHEATHED NOTE:
48" O.C. MAXIMUM POST SPACING
CHORD OF SUPPORTING (BASE) TRUSSES. LIVE LOAD = 30 PSF (MAX)
2. BRACE BOTTOM CHORD AND WEB MEMBERS PER TRUSS DESIGNS. DEAD LOAD = 15 PSF (MAX)
D.O.L. INC = 1.15
3. DEFINE VALLEY RIDGE BY RUNNING A LEVEL STRING FROM THE INTERSECTING RIDGE OF ASCE 7-98, ASCE 7-02, ASCE 7-05 90 MPH (MW FRS)
THE (a.) GABLE END, (b.) GIRDER TRUSS OR (c.) COMMON TRUSS TO THE ROOF SHEATHING. ASCE7-10 115 MPH (MW FRS)
4. INSTALL 2 x 4 VALLEY PLATES. FASTEN TO EACH SUPPORTING TRUSS WITH (2) 16d (3.5"X.131") NAILS.
5. SET 2 x6#2 RIDGE BOARD. SUPPORT WITH 2 x 4 POSTS SPACED 48" O.C.. BEVEL BOTTOM OF
POST TO SET EVENLY ON THE SHEATHING. FASTEN POST TO RIDGE WITH (4) 10d (3" X.131 -)NAILS.
FASTEN POST TO ROOF SHEATHING WITH (3) 10d (3" X.131 -)TOE -NAILS.
6. FRAME VALLEY RAFTERS FROM VALLEY PLATE TO RIDGE BOARD. MAXIMUM RAFTER SPACING
IS 24" O.C.. FASTEN VALLEY RAFTER TO RIDGE BEAM WITH (3) 16d (3.5" X.131') TOE -NAILS.
FASTEN VALLEY RAFTER TO VALLEY PLATE WITH (3) 16d (3.5" X.131") TOE -NAILS. Q�OFESS/O�
7. SUPPORT THE VALLEY RAFTERS WITH 2 x 4 POSTS 48" O.0 (OR LESS) ALONG EACH RAFTER. 9�
INSTALL POSTS IN A STAGGERED PATTERN AS SHOWN ON PLAN DRAWING. ALLIGN POSTSC2� soo/v F
WITH TRUSSES BELOW. FASTEN VALLEY RAFTER TO POST WITH (4) 10d (3" X.131") NAILS. ��/ �� 0
FASTEN POST THROUGH SHEATHING TO SUPPORTING TRUSS WITH (2) 16d (3.5" X.131-) NAILS. V� �C G1m
8. POSTS SHALL BE 2 x 4 #2 OR BETTER SPRUCE PINE FIR, DOUG FIR LARCH OR SOUTHERN 7448'6 r"
YELLOW PINE. POSTS EXCEEDING 75" SHALL BE INCREASED TO 4 x 4 OR BE PRE -ASSEMBLED ;u
(2) PLY 2 x 4's FASTENED,TOGETHER WITH 2 ROWS OF 10d NAILS 6" O.C.. * EX 13
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T9TFOF CAOF
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,.-'_#l43 -'. ,
DETAIL FOR COMMON AND END JACKS M11/SAC - 8 -20PSF 8/31/2005PAGE 1
MAX LOADING (psf) SPACING 2-0-0 1 I MiTek Industries, Inc.
TCLL 20.0 Plates Increase 1.15 1 BRACING Western Division
TCDL 16.0 Lumber Increase 1.15 I TOP CHORD Sheathed.
BOLL 0.0 Rep Stress Incr YES BOT CHORD Rigid ceiling directly applied. I
BCDL 10.0
MINIMUM LUMBER SIZE AND GRADE
TOP CHORD 2 X 4 HF. DF -L No.t
BOT CHORD 2 X 4 SPF, HF, DF -L No.2
NOTE:
TOP CHORD PITCH: 3/128/12
BOTTOM CHORD PITCH: 0/124/12
PITCH DIFFERENCE BETWEEN TOP AND
BOTTOM CHORD TO BE "2" MIN.
SPACING= 24" O.C.
LENGTH OF EXTENSION
AS DESIGN REO'D 20'-0" MAX
SPLICE CAN EITHER BE 3X6 MT20 PLATES
OR 22" LONG 2X4 SCAB CENTERED AT SPLICE
W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE
W/ (.131"X3.0" MIN) NAILS @ 3" O.C. 2 ROWS
SUPPORT AND CONNECTION BY OTHERS OR 2-16d COMMON WIRE
(0.162"DIA. X 3.5") LGT TOE NAILS SUPPORTS SHALL BE PROVIDED
@ 4'-0" O.C. ALONG THE EXTENSION OF TOP CHORD.
CONN. W/3 16d COMMON WIRE (0.162"DIA. X.3.5" LGT) TOE NAILS
3x4 =
CONN. W/2 16d COMMON WIRE (0.162 'DIA. X 3.5" LGT) TOE NAILS
8-0.0
a -o -n
I
—— EXT.
2-0--0
4-0-0
4-0-0 I 6%T. I .
—►1
'XTY.T. ° -0
EXT.
CONN. W/3 16d COMMON WIRE (0.162 -DIA. X 3.5" LGT) TOE NAILS
I
BOTTOM CHORD LENGTH MAY BE 2'-0" =" \
3X4 - OR A BEARING BLOCK. CONN. W/2 16d COMMON WIRE(0.162"DIA. X 3.5-) LGT
TOE NAILS OR SEE DETAIL MII/SAC-7 FOR
2-0-r1 8-0-0 PRESSURE BLOCKING INFO.
O9 ()FESS/0
NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. Q O SOON O `C
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® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 8 SE. 7777 Greenb ck Lane r•m
Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individualbuilding componen . su
jielog
Applicability of design aromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bra shown CiWS-Heigh , CA, 9561
PP Y 9 P P P P P P Y 9 9 9 9
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component m
Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719. MiTek
JANUARY 1, 2009 STANDARD REPAIR FOR ADDING ST-REP10
A FALSE BOTTOM CHORD
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MiTek USA, Inc. lul
VERTICAL STUDS @ 48" O.C.. ATTACHED
WITH (3) - 10d (0.131" DIAM. x 3" LONG)
NAILS AT EACH END OF VERTICAL (TYP.).
VERTICAL STUDS TO BE 2 x 4 STUD GRADE
(OR BETTER) SPF, HF, DF OR SYP.
(BOARD SIZE SPECIFIED IS MINIMUM,
LARGER SIZE MAY BE USED)
2 x 4 NO. 2 (OR BETTER) SPF, HF,
DF OR SYP FALSE BOTTOM CHORD
(BOARD SIZE SPECIFIED IS MINIMUM,
LARGER SIZE MAY BE USED)
MiTek USA, Inc. Page 1 of 1
MAIN TRUSS MANUFACTURED WITHOUT
FALSE BOTTOM CHORD.
MAIN TRUSS (SPACING = 24" O.C.)
REFER TO THE BOTTOM CHORD BRACING SECTION OF
THE INDIVIDUAL TRUSS DESIGN FOR MAXIMUM SPACING
OF CONTINUOUS LATERAL BRACING WHENEVER RIGID
CEILING MATERIAL IS NOT DIRECTLY ATTACHED TO THE
BOTTOM CHORD.
TRUSS SPAN
NOTES:
1. LOADING: TOP CHORD: (REFER TO THE MAIN TRUSS DESIGN FOR TOP CHORD LOADING).
BOTTOM CHORD: LL = 0 PSF, DL = 10 PSF.
2. REFER TO THE MAIN TRUSS DESIGN FOR LUMBER AND PLATING REQUIREMENTS.
3. MAXIMUM BOTTOM CHORD PITCH = 6/12.
4. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD.
5. FALSE BOTTOM CHORD ONLY DESIGNED TO CARRY VERTICAL LOAD. NO LATERAL (SHEAR) LOAD ALLOWED.
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JAARCH 12, 2009 WEB BRACING RECOMMENDATIONS ST-WEBBRACE
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MiTek USA, Inc.
MiTek USA, Inc. Page 1 of 1
MAXIMUM TRUSS WEB FORCE (Ibs.)(See note 7)
BRACE
BAY SIZE 24"O.C. 48"O.C. 72" O.C.
BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE
A i B I C I D A I B C D C D
10'-0"
1610
1886
1886
2829
12'-0"
1342
1572
1572
2358
14'-0"
1150
1347
1347
2021
16'-0"
1006
1179
1179
1768
18'-0"
894
1048
1048
1572
20'-0"
805
943
943
1414
y size shall be measured in between the centers of pairs of diagonals.
TYPE
3143 I 3143
4715
4715
I 7074
1. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE
3536
,
ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED
2358
2358
PROFESSIONAL.
3143
4715
1886 1886
2829
A
y size shall be measured in between the centers of pairs of diagonals.
TYPE
BRACING MATERIALS
GENERAL NOTES
1. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE
ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED
PROFESSIONAL.
1 X 4 IND. 45 SYP
2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2% OF THE WEB FORCE.
A
-OR-
3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE
MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS
1 X 4 #2 SRB (DF, HF, SPF)
AT APPROX. 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-6d
(0.131N2.5.) FOR 1X4 BRACES, 2-10d (0.131'x 3-) FOR 2X3 and 2X4 BRACES, AND 3-10d (0.131-)3-) FOR 2x6 BRACES.
4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-6d (0.131'X2.5-) NAILS FOR 1.4 LATERAL BRACES,
B
X
2-10d (0.131.)G-) NAILS FOR 24 and 214 LATERAL BRACES. AND 3-10d (0.131-)3-) FOR 2X6 LATERAL BRACES.
2 3 #3, STD, CONST (SPF, DF, HF, OR SYP)
5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE
FOR CONTINUITY.
6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING, CONSULT
C
2 X 4 #3, STD, CONST (SPF, DF, HF, OR SYP)
OSB -69 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCSI 1
GUIDE TO GOOD PRACTICE FOR HANDLING. INSTALLING 8 BRACING OF METAL PLATE CONNECTED
WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE.
—.0cmdustry.com and—Apinst.org
D
2 X 6 #3 OR BETTER (SPF, DF, HF, OR SYP)
7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE.
S. TABULATED VALUES ARE BASED ON A DOL. - 1.15
I -OH STABILIZERS:
FOR A SPACING OF 24.O.C. ONLY. MITEK'STABILIZER- TRUSS BRACING SYSTEMS CAN BE
SUBSTITUTED FOR TYPE A, B. C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZERS
ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED
AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE 'STABILIZER -
TRUSS BRACING INSTALLATION GUIDE AND PRnDI1CT SPFr.IPIr1ATtnN
TRUSS WEB
MEMBERS
This information is provided as a recommendation to assist in the
requirement for permanent bracing of the individual truss web
members. Additional bracing may still be required for the stability
of the overall roof system. The method shown here is just one
method that can be used to provide stability against web buckling.
CONTINUOUS LATERAL
RESTRAINT
2-10d NAILS
(SEE NOTE 4)
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DATECI
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