SFD (0401-317)52310 Avenida Martinez
0401-317
+ LICENSED CONTRACTOR 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 # Lic. Class Exp. Date
682901 B 12431 t2c
Date, i ' 1 ( Signature of Contractor —
OWNER-BUILDER DECLARATION
I hereby affirm under penalty of perjury that I am exempt from the Contractor's
License Law for the following reason:
( ) 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 & Professionals Code).
( ) I, as owner of the property, am exclusively contracting with licensed
contractors to construct the project (Sec. 7044, Business & Professionals
Code).
( ) I am exempt under Section B&P.C. for this reason
Date Signature of Owner
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 & policy no. are:
Carrier STATE FUND Policy No. 22.9.OVE IM -23003
(This. section need not be completed if the permit valuation is for $100.00 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 the
workers' compensation laws of California, and agree that if I should become
subject to the workers' compensation provisions of Section 3700 of the Labor
Code, I shall forthwith comply with those provisions.
Date: I ' Applicant
Warning: Failure to secure Workers' Compensation coverage is unlawful and
shall subject an employer to criminal penalties and civil fines up to $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.
- - BUILDING PERMIT PERMIT#
3.17
DATE - ' - VALUATION LOT p TRACT
f t, / 25.20 20
JOB SITE I
ADDRESS :- s. % 4 , P k xi l a APN 73-272-0031
OWNER - CONTRACTOR / DESIGNER / EN (NEER
P.0. RON, 1:34 41..780 WMd11'TAGE'. DR
LAQWN'1A CA 92253 BMWITI)A:L%UNIT.S C'!A 92.201
(760)408.7,528 t:HU .3724
USE OF PERMIT
SD.M3, F.A.1v LY 13AAIt31MG
1409 Sa.17. SFL1 r'ERMItT DOES 1.101° INCLUDE BuICK, WALL, ;POOUSPA
OR D1RIVUWAY APPROACH
TRACT CONSTRUCTION 9,408.00 NF
POR,CHIPATIO 36.00 wP
W,L&OUCARPORT 570100 SF
WrWt .'l ED wOSW OF CORS° UC`.f'1ON
C:ONi3TRUCT10.P9 1' -M
) 131.000.418-000
$58S.:i0
PLAN CHECK M—
101-000-439-318
$463-30
FEE DEPOSIT
101.000--439.318
4210,00
MSC'k1A141C.AL T'8E
'101-000-,421-000
$62.30
111.A.. TRICAL ISRE
101.000.420.000
$100.98
NLi.31b MNO FEE
101-000-4,19-000
31118.00
STR0140 M 0TI014 FF9 - P.MD
101.000-241.000
$8,71
ORAD 140 F92,
101 -000-42'3-0001
$)5.00
i7WF., O, PER,11`!!1',11 CT FEE
$$,409.00
p9re, )SE 'PLAX
101-000-441-345
a 1 tim.00
IMPORTANT Application is hereby made to the Director of Building and Safety
for a permit subject to the conditions and restrictions set forth on his
application. '`
1. Each person upon whose behalf this application is made & each person at D
whose request and for whose benefit work is performed under or pursuant to
any permit issued as a result of this applicaton agrees to, & shall, indemnify
& hold harmless the City of La Quinta, its officers, agents and employees.
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. C
I certify that I have read this application and state that the above information is
correct. I agree to comply with all City, and State laws relating to the building
construction, and hereby authorize representatives of this City to enter upon
the above-mentioned property for inspection purposes.
RECEIPT
Signature (Owner/Agent) ; ' i Date
A\ 13-`1'?Cvr) ,0-1-48TRUCTIM AND PT -,.lam CIMCK $3,881.19
FEBLWS PPM -PAW F1W 4250.00
0 21004 onL Fxma j L.rss Du _w .pow
ITX OF LA QUINTA
FINANCE DEPT
DATE 7/ =BY DyfiE FJDIAL IN P TOR
INSPECTION RECORD
OPERATION
DATE
INSPECTOR
OPERATION
DATE
INSPECTOR
BUILDING
APPROVALS
MECHANICAL APPROVALS
Set Backs
- Q
Underground Ducts
Forms & Footings
_
Ducts
Slab Grade
Return Air
Steel
Combustion Air
Roof Deck
Exhaust Fans
O.K. to Wrap
d v
F.A.U.
Framing
— jQ`
Compressor
InsulationVents
-
Fireplace P.L.
Grills
Fireplace T.O.
Fans & Controls
Party Wall Insulation
Condensate Lines
Party Wall Firewall
Exterior Lath
Drywall - Int. Lath
_
Final
Final
U`
POOLS - SPAS
BLOCKWALL
APPROVALS
Steel
Set Backs
Electric Bond
Footings
Main Drain
Bond Beam
Approval to Cover
Equipment Location
Underground Electric
Underground Plbg. Test
Final
Gas Piping
PLUMBING APPROVALS
Gas Test
Electric Final
Waste Lines
Heater Final
Water Piping
Plumbing Final
Plumbing Top Out
Equipment Enclosure
Shower Pans
O.K. for Finish Plaster
Sewer Lateral
Pool Cover
Sewer Connection
Encapsulation
Gas Piping
Gas Test
Appliances
Final
COMMENTS: 7
Final
Utility Notice (Gas) - i
ELECTRICAL APPROVALS
Temp. Power Pole
Underground Conduit
Rough Wiring .
Low Voftage Wiring
Fixtures
Main Service
Sub Panels
Exterior Receptacles
G.F.I.
Smoke Detectors
Temp. Use of Power
Final
Utility Notice (Perm)
Date
2/2/04
No.
25447
Owner
Power Finance
Address
P.O. Box 134
City
La Quinta Zip 92253
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 #
Study Area
No. of Units
4�J�IFIEDSC�O
.� c�S;1JZ2� o
BERMUDA DUNES r
RANCHO MIRAGE d
INDIAN WELLS
PALM DESERT .y
LA QUINTA 4
1 Q1 N0O L�
773-272-003
La Quinta
0401-317
Lot # No. Street S.F. Lot # No. Street S.F.
Unit 1 20 52310 Avenida Martinez 1408 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 patioshmalkways, 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 $2.14 X 1,408 S.F. or $3,013.12 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 CCNIB-Alissa Aiton Check No. 305303
Name on the check Telephone 760485-3039
Funding Residential
By Dr. Doris Wilson
Superintendent
Fee collected /exempted by Yolanda Garcia Payment Recd So.00
$3,013.12 Over/Under
Signature
NOTICE: Pursuant to Govemment Code Section 66020(d)(1), this will serve to notify you that the 90 -day approval period in which you may protest the fees or
other payment identified above will begin to run from the date on which the building or installation permit for this project is issued, or from the date on which
those amounts are paid to the District(s) or to another public entity authorized to collect them on the District('s) behalf, whichever is earlier.
NOTICE: Tiis.Document NOT VALID if Duplicated
Embossed Original - Building DepartmenUApplicant Copy - Applicant/Receipt Copy - Accounting
JUN -22-2004 07:36 PM
r
Plan Number
Sample Group Number
Sample House Number
Oder, if„ -+ 4-ep .
/' /
Street Address: Sr/d city/statealp:
Copies to: Builder, ITERS Provider
HERS TER COMPLIANCE STATEMEN
The house was: 49 Tested ❑ Approved as part of sample testing, but was not tested
As the HERS rater providing diagnostic testing and field verification, t certify that the houses identified on this form
coy with the diagnostic fasted compliance requirements as checked on this form..
Distribution system is fully ducted (i.e., does not use building cavities as plenums or platform returns in lieu
of ducts)
Where cloth backed, rubber adhesive duct tape Is Installed, mastic and drawbands are used in combination
with cloth backed,•rubber adhesive duct tape to seal leeks at duct connections.
P.01
MINIMUM REQUIREMENTS FOR DUCT LEAKAGE REDUCTION COMPLIANCE CREDIT
Duct Diagnostic Leakage Testing Results (Maximum 0% Duct Leakage)
Measured
Duct Pressurization Test Results (CFM Q 25 Pa) values
Test Leakage Flow in CFM ZK
If fan flow is calculated as 400cfm/ton x number of tons enter
calculated value here ep-n
If fan flow is measured enter measured value here
Leakage Percents g ) 5. y
g Percentage {100 x Test Leaks elFan Flow) — _ v
Check Sox for Pass or Fall (Pas$=6% or less)
THERMOSTATIC EXPANSION VALVE (TXV) or Commission approved equivalent
J& ❑
Pass Fall
ird Yes ❑ No Thermostatic Expansion Valve (or Commission approved
equivalent) is Installed and Access is provided for inspection ❑
Yes Is a pass Pass Fail
❑ MINIMUM REQUIREMENT'S FOR DUCT DESIGN COMPLIANCE* CREDIT
1. O Yea 0 No ACCA Manuel D Design requirements have been met
(rater hes verified that actual installation matches values In
CF -1R and design on plan.
2. O Yes O No TXV is installed or Fan flow has been verified, If no TXV,
verified fan flow matches design from CF -1 R.
Measured Fen Flow =
Yes for both 1 and 2 its a Pass
AI
a 0
Pass Fail
Certificate of Occupancy
4
2. I•xoeonhn .
G OF Building & Safety Department
This Certificate is issued pursuant to the requirements of Section 109 of the California Building
Code, certifying that, at the time of issuance, this structure was in compliance with the
provisions of the Building .Code and the various ordinances of the City regulating building
construction and/or use.
BUILDING ADDRESS: 52-310 AVENIDA MARTINEZ
Use classification: SINGLE FAMILY. DWELLING Building Permit No.: 0401-317
Occupancy Group: R3 Type of Construction: VN Land Use Zone: RC
Owner of Building: POWER FINANCE Address: P.O. BOX 134
City, ST, ZIP: LA QUINTA, CA 92253
.„ ,..b By: KIRK KIRKLAND
Date: 6-25-2004
Building Official
POST IN A CONSPICUOUS PLACE
TITLE 24 REPORT
Title 24 Report for:
Thomas Buffin
Standard Santa Fe - All Orientations
La Quinta, CA
a
Project Designer:
a
Report Prepared By:
Joan D. Hacker
Insu-form, Inc.
68-255 Corta Road
Cathedral City, CA 92234
(760) 324-2046
Job Number:
Date:
1/7/2004
CITY OF LA QUINTA
BUILDING & SAFETY DEPT.
APPROVED
FOR CONSTRUCTION
DATE — k . -0 BY !S
(0F;F-7LC e
The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is
authorized by the California Energy Commission for use with both the Residential and Nonresidential 2001 Building Energy Efficiency Standards.
This program developed by EnergySoft, LLC (415) 883-5900.
EnemvPro 31 By EnergySoft Job Number. User Number. 2655 1
Certificate of Comaliance: Residential (Part 1 of 2) CF -1 R
Thomas Buffin 1/7/2004
Project Title Date
Standard Santa Fe - All Orientations La Quinta
Project Address Building Permit #
Insu-form, Inc. (760) 324-2046 Plan Check / Date
Documentation Author Telephone
Computer Performance 15 Field Check I Date
Compliance Method (Package or Computer) Climate Zone Enforcement Agency Use Only
GENERAL INFORMATION
Total Conditioned Floor Area: 1,408 ft2 Average Ceiling Height: 9.0 ft
Total Conditioned Slab Area: 1,408 ft2
Building Type:
Area
(check one or more)
Component
0 Single Family Detached
❑Addition
❑ Single Family Attached
❑ Existing Building
❑ Muiti-Family
❑ Existing Plus Addition
Front Orientation: All Four Orientations Floor Construction Type: ® Slab Floor
Number of Dwelling Units:
1.00
Number of Stories:
1 ❑ Raised Floor
FENESTRATION
Location/Comments
attic, garage, typical, etc.
Covered Slab w/R-0.0 Perimeter Insulation
Exposed Slab w/R-0.0 Perimeter Insulation
Exterior Wall
Exterior Door
Exterior Roof
Shading Devices
Type Orientation
Area
Const.
Component
Frame
Assembly
Type
Type
U -Value
Slab On Grade
n/a
0.756
Slab On Grade
n/a
0.756
R-13 Wall w/1" EPS
Wood
0.059
Solid Wood Door
None
0.387
R-38 Roof (R.38.2x14.16)
Wood
0.028
FENESTRATION
Location/Comments
attic, garage, typical, etc.
Covered Slab w/R-0.0 Perimeter Insulation
Exposed Slab w/R-0.0 Perimeter Insulation
Exterior Wall
Exterior Door
Exterior Roof
Shading Devices
Type Orientation
Area
Fenestration
Exterior
Overhang Side Fins
SF
U -Factor
SHGC
Shading
Yes / No
Yes / No
Front
40.0
0.85
0.70
Bug Screen
0 ❑
❑ 0
Left
39.0
0.75
0.62
Bug Screen
0 ❑
❑ 0
Rear
40.0
0.78
0.63
Bug Screen
0 ❑
❑ 0
Rear
16.0
0.75
0.62
Bun Screen
0 ❑
❑ 0
Richt
9.0
0.75
0.62
Bun Screen
0 ❑
❑ 0
Right
16.7
0.85
0.70
Bug Screen
0 ❑
❑ 0
❑ ❑
❑ ❑
❑ ❑
❑ ❑
❑ ❑
❑ ❑
❑ ❑
❑ ❑
El El
EJ El
El EJ
El El
Run
i tion Time: /0
8:2 Codes
EnergyPro 3.1 By En
oft
User Number. 2655
Job Number.
Pa e:3 of 13
Certificate of Compliance: Residential (Part2 of 2) CF -1R
Thomas Buffin 1/7/2004
Project Title Idate
HVAC SYSTEMS Note: Input Hydronic or Combined Hydronic data under Water Heating Systems, except Design Heating Load.
Distribution
Heating Equipment Minimum Type and Duct or
Type (furnace, heat Efficiency Location Piping Thermostat Location /
pump, etc.) (AFUE/HSPF) (ducts, attic, etc.) R -Value Type Comments
Central Furnnnp 80% AFUE Ducts in Atti . 42 Setback Living Zone
Cooling Equipment Minimum Duct
Type (air conditioner, Efficiency Location
heat pump, evap. cooling) (SEER) (attic, etc.)
Duct Thermostat Location /
R -Value Type Comments
Split Air Conditioner 12.0 SEER Ducts in Attic 42 Sethark Living 7nne
WATER HEATING SYSTEMS Rated 1 Tank Energy Fact' 1 External
Water Heater Water Heater Distribution # in Input Cap. or RecoveryStandby Tank Insul.
System Name Type Type Syst. Btu/hr (gal) Efficiency Loss (%) R -Value
A O SMITH PGCG-50-296 Small Gas Pine Insulation 40,000 so_ 0.64 n/a n/a
1 For small gas storage (rated inputs of less than or equal to 75,000 Btu/hr), electric resistance and heat pump water heaters, list energy factor.
For large gas storage water heaters (rated input of greater than 75,000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss.
For instantaneous gas water heaters, list Rated Input and Recovery Efficiency.
REMARKS
%.viVlrL1~4%.0 0 1 H I CIVICIV 1
This certificate of compliance lists the building features and performance specifications needed to comply with Title 24, Parts 1 and 6 of the
California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with
overall design responsibility. The undersigned recognize that compliance using duct sealing and TXV's requires installer testing and certification
and field verification by an approved HERS rater.
Designer or Owner (per Business & Professions Code) Documentation Author
Name:
Title/Firm:
Address:
Telephone:
Lic. #:
(signature)
Enforcement Agency
Name:
Title/Firm:
Address:
Telephone:
(date)
Name: Joan D. Hacker
Title/Firm: Insu-form. Inc.
Address: 68-255 Corta Road
Cathedral City, CA 92234
Telephone: (760) 324-2046
. A4 12, "g h
(signa re) dat)
(signature/stamp) (date)
Run Initiation Time: 01/07/04 10747:52 Run Cod • 1073501272
EnergyPro 3.1 By EnergySoft User Number: 2655 Job Number: Page:4 of 13
Certificate of Compliance: Residential (Addendum) CF -IR
Thomas Buffin 1/7/2004
Project Title Date
Special Features and Modeling Assumptions
The local 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 local
nnfnreamant ananev datprminps the adeeuacv of the Justification. and may resect a building or design that otherwise complies
)ased on the adequacy of the special justification and documentation submitted.
HERS Required Verification
Thasa fpaturpc muct he cnnfirmed and/or tested by a certified HERS rater under the supervision of a CEC approved HERS
Pian I Field
provider. The HERS rater must document the field verification and diagnostic testing of these measures on a form CF -611.
Pian
Field
The HVAC System "Uving Zone" is using reduced duct leakage to comply and must have diagnostic site testing of dud leakage
performed by a certified HERS Rater. The results of the diagnostic testing must be reported on a CF -6R Form.
I EnerovPro 3.1 By EneravSoft User Number. 2655 Job Number. Page:5 of 13 J
Mandatory Measures Checklist: Residential (Page 1 of 2) MFA R
NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an
asterisk r) may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorporated into
the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures
whether they are shown elsewhere in the documents or on this checklist only.
DESCRIPTION Instructions: Check or initial applicable boxes or enter NIA if not applicable
DESIGNER
ENFORCEMENT
Building Envelope Measures
4150(a): Minimum R-19 ceiling insulation.
§150(b): Loose fill insulation manufacturer's labeled R -Value.
❑1150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U -value in metal frame walls (does
X
not apply to exterior mass walls).
E]'§ 150(d): Minimum R-13 raised floor insulation in framed floors or equivalent
§150(1): Slab edge insulation -water absorption rate no greater than 0.3%, water vapor transmission rate no
greater than 2.0 permfmnch.
a§118: Insulation specified or installed meets insulation quality standards. Indicate "and form.
® §116-17: Fenestration Products, Exterior Doors and Infiltration/Exfilbation Controls
1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage.
2. Fenestration products (except field fabricated) have label with certified U -Factor, certified Solar Heat Gain
Coefficient (SHGC), and infiltration certification.
3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and seated.
❑ §150(g): Vapor barriers mandatory in Climate Zones 14 and 16 onty.
❑ § 150(f): Special infiltration barrier installed to comply with Section 151 meets Commission quality standards.
❑
§150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs.
1. Masonry and factory -built fireplaces have:
a. Closeable metal or glass door
b. Outside air intake with damper and control
c. Flue damper and control
Z No continuous burning gas pilots allowed.
Space Conditioning, Water Heating and Plumbing System Measures
§110-13: HVAC equipment, water heaters, showerheads and faucets certified by the Commission.
® §150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACCA.
6150(i): Setback thermostat on all applicable heating and/or cooling systems.
a §1500): Pipe and Tank Insulation
1. Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with
insulation having an installed thermal resistance of R-12 or greater.
2. First 5 feet of pipes closest to water heater tank, non -recirculating systems, insulated (114 or greater)
3. Back-up tanks for solar system, unfired storage tanks, or other indirect hot water tanks have R-12 external
insulation or R-16 combined intemal/extemal insulation.
4. All buried or exposed piping insulated in recirculating sections of hot water systems.
5. Cooling system piping below 55 degrees F. insulated.
6. Piping insulating between heating source and indirect hot water tank.
EnergyPro 3.1 By EnergySoft User Number. 2655 Job Number. Page:6 of 13
Mandatory Measures Checklist: Residential (Page 2 of 2) MF -IR
NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an asterisk
(') may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorporated into the permit
documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are
shown elsewhere In the documents or on this checklist only.
DESCRIPTION Instructions: Check or initial applicable boxes or enter NIA If not applicable.
DESIGNER
ENFORCEMENT
Space Conditioning, Water Heating and Plumbing System Measures: (continued)
a '§ 150(m): Ducts and Fans
1. All ducts and plenums installed, sealed and insulated to meet the requirements of the 1998 CMC Sections 601,
603, 604 and Standard 6-3; ducts insulated to a minimum Installed level of R-4.2 or enclosed entirely In
conditioned space. Openings shall be sealed with mastic, tape, aerosol sealant, or other duct -closure system
that meets the applicable requirements of UL181, UL181A, or UL181B. If mastic or tape Is used to seal openings
greater than 1/4 Inch, the combination of mastic and either mesh or tape shall be used. Building cavities shall not
be used for conveying conditioned air. Joints and seams of duct systems and their components shall not be
sealed with doth back rubber adhesive duct tapes unless such tape Is used in combination with mastic and
drawbands.
2. 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. Duds Installed In cavities and support platfomrs shall not be
compressed to cause reductions in the cross-sectional area of the duds.
3. Joints and seams of duct systems and their components shall not be sealed with doth back rubber adhesive
duct tapes unless such a tape Is used In combination with mastic and drawbands.
4. Exhaust fan systems have back draft or automatic dampers.
5. Gravity ventilation systems serving conditioned space have eltherautomatic or readily aocessible, manually
operated dampers.
6. Protection of Insulation. Insulation shall be protected from damage, including that due to sunlight, moisture,
equipment maintenance, and wind but not limited to the following: Insulation exposed to weather shall be suitable
for outdoor service e.g., protected by aluminum, sheet metal, painted canvas, or plastic cover. 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.
❑ § 114: Pool and Spa Heating Systems and Equipment
1. Certified with 78% thermal efficiency, on-off switch, weatherproof operating Instructions, no electric resistance
heating, and no pilot
2. System is installed with at least 36" of pipe between filter and heater for future solar, cover for outdoor pools or
spas.
a. At least 36' of pipe between fitter and heater for future solar heating.
b. Cover for outdoor pools or outdoor spas.
3. Pool system has directional Inlets and a circulation pump time switch.
§115: Gas fired central furnaces, pool heaters, spa heaters or household cooking appliances have no
continuously burning pilot fight (Exception: Non -electrical cooking appliances with pilot < 150 Btu/irr)
❑ §118 (f): Cool Roof material meet specified criteria
Lighting Measures
® §150(k)1: Luminaires for general lighting in kitchens shall have lamps with an efficacy 40 lumens/watt or greater for
general lighting In kitchens. This general lighting shall be controlled by a switch on a readily accessible lighting
control panel at an entrance to the kitchen.
§150(k)2: Rooms with a shower or bathtub must have either at least one luminalre with lamps with an efficacy of
40 lumenshvatt or greater switched at the entrance to the room or one of the alternative to this requirement
allowed in Section 150(k)2.; and recessed calling fixtures are IC (insulation cover) approved.
3.1 By EnergySoft User Number. 2655 Job Number. Page:7 of 13
Computer Method Summary (Part 1 of 3) C -2R
Thomas Buffin 1/7/2004
Project Title Date
Standard Santa Fe - All Orientations La Quinta
Project Address Building Permit #
Insu-form Inc (760) 324-2046 Plan Check/Date
Documentation Author Telephone
Computer Performance 15 Field ChecklDats
Comoliance Method (Packane or computer) Cimate Zone
Source Energy Standard
Use (kBtu/sf-yr) Design
Facing
North Margin
❑
❑
❑
❑
Facing
East Margin
wall 354 0.059 270 90
Roof 1-408 0.028 270 _a
Facing
South Margin
❑
❑❑❑g
Facing
West Margin
1.01 0.51
1.13 0.39
1.22 0.30
1.17 0.35
Space Heating 1.52
a0
❑H
El
E]❑g
1:1
Space Cooling 35.84
Domestic Hot Water 16.48
35.26 0.58
14.24 2.24
35.90 -0.05
14.24 2.24
34.61 1.23
14.24 2.24
36.12 -0.28
14.24 2.24
50 3
5
h510.06 3.
3
Totals 5 84
BUILDING
COMPLIES
This C-211 summarizes the results of a four cardinal orientation analysis. The pages that follow describe the front facing North occurence.
This plan has been analyzed with identical features in all orientations. ❑X Slab Floor
GENERAL INFORMATION
Conditioned Floor Area: 1,408 Floor Construction Type: ❑ Raised Floor
Building Type: Single Fam Detached
Building Front Orientation: All Four Orientations Total Fenestration Aea: 11.4%
Number of Dwelling Units: 1.00 Total Conditioned Volume: 12,672
Number of Stories:
Slab Floor Area: 1,408
BUILDING ZONE INFORMATION # of Thermostat Vent
Zone Name Floor Area Volume Units Zone Type Type Hgt. Area
Linjn^ nne1 Ong 12 672a7 1 no Conditioned -Setback- -2 -n[a
OPAQUE SURFACES Solar
Act. Gains
Tvne Area u -Val. Azm. Tilt YIN Form 3 Reference
Location I Comments
Wall_ 100 0.059 _0 _ 90
floor 20 0.387 -0 9n IN
Wall 411 0.059 _90 A0
Wall 294 OA59 180 90
®El
❑
❑
❑
❑
R-13 Wali wN" FPS i iv4ng7nn -
Sou'l Wood Door _Lining Zone
R-13 Wall wH" EPS
R-13 Wall w/1" FPS I iving 7nne
R-13 Wall wH" EPS 1l iving 7nne
R-38 Roof (R 38 2x14 16) Living 7nne
wall 354 0.059 270 90
Roof 1-408 0.028 270 _a
❑
❑❑❑g
❑
a0
❑H
El
E]❑g
1:1
❑
EnergyPro 3.1 By EnergySoft User Number. 205 Job Number. Page:8 of 13
Comauter Method Summary _ (Part 2 of 3) C -2R
Thomas Buffin 1/7/2004
Project Title Date
FENESTRATION SURFACES
U- Act. Glazing Type Location/
# Tvoe Area Factor SHGC Azm. Tilt Comments
_1_
Window Front (North)
40 Q
0.850
0.70
D_
_cin West Cnast Windows
Living
lone
2
Window Left (East)
20.0
0.750
0.62
90
90 West Coast Windows
Living
Zone
3
Window Left (East)
16.0
0.750
0.62
90
90 West Coast Windows
Living
Zone
4
Window Left (East)
3.0
0.750
0.62
90
90 West Coast Windows
Living
Zone
5
Window Rear (South)
40.0
0.780
0.63
180
90 West Coast Windows
Living
Zone
6
Window Rear (South)
16.0
0.750
0.62
180
90 West Coast Windows
Living
Zone
I--
Window Right est) 9
0
0,750
02
-270_ 90 WestCoast Windows
Living
Zone
8
Window Right (West)
16.7
0.850
0.70
270
90 West Coast Windows
Living
Zone
INTERIOR AND EXTERIOR SHADING
Window
Overhang Left Fin
Right Fin
#
Exterior Shade Type
SHGC
Hgt
Wd.
Len.
Hgt. LExt. REA Dist Len.
Hgt.
Dist. Len. Hgt
1
Bug Screen
0.76
6.8
3.0
2.0
0.1 2.0 2.0
2
Bug Screen
0.76
4.0
5.0
2.0
0.1 2.0 2.0
_
3
Bug Screen
0.76
4.0
4.0
2.0
0.1 2.0 2.0
_
4
Bug Screen
0.76
1.0
3.0
2.0
0.1 2.0 2.0
5
Bug Screen
0.76
6.8
6.0
2.0
0.1 2.0 2.0
6
Bug Screen
0.76
4.0
4.0
2.0
0. 20 20
-
7
Bug Screen
0.76
3.0
3.0
2.0
0.1 2.0 2.0
8
Bug Screen
0.76
6.8
2.5
2.0
0.1 2.0 2.0
_
3.1 By EnemvSoft User Number. 2655 Job Number. Page:9 of 13 1
Comauter Method Summary (Part 3 of 3) _ C -2R
Thomas Buffin 1/7/2004
Project Title Date
THERMAL MASS FOR HIGH MASS DESIGN
Area Thick. Heat Inside Location
Type (sf) (in.) Cap. Cond. Form 3 Reference R -Val. Comments
PERIMETER LOSSES
F2 Insulation
Type Length Factor R -Val. Depth Location / Comments
Slab Perimeter 27 0.76 0.0 0 Living Zone
Slab Perimeter _21 Q_76 __U _0 Living Zone
HVAC SYSTEMS
Heating Equipment Minimum Distribution Type
Type (furnace, heat Efficiency and Location Duct Thermostat
Location/
pump, etc.) (AFUE/HSPF)(ducts/attic, etc.) R -Value Type
Comments
Central Furnace 80%AFUE Duds in Attic 4.2 Setback
Living Zone
Hydronic Piping Pipe Pipe Insul.
System Name Length Diameter Thick.
Cooling Equipment Minimum Duct
Type (air conditioner, Efficiency Location Duct Thermostat
Location /
heat pump, evap. cooling) (SEER) (attic, etc,) R -Value Type
Comments
Split Air Conditioner 12.0 SEER Duds in Attic _42Living Zone
WATER HEATING SYSTEMS Ratedl Tank
Energy Fact!
1 Tank Insul.
Water Heater Water Heater Distribution # in Input Cap.
or Recovery
Standby R -Value
System Name Type Type Syst. (Btu/hr) (gal)
Efficiency
Loss (%) Ext.
A.O. SMITH FPS -50-224 Small Gas Standard 1 43,000 50
0.60
n/a n/a
1 For small gas storage (rated input — 75000 Btu/hr), electric resistance and heat pump water heaters, list energy factor.
For large gas storage water heaters (rated input > 75000 BtuRfir), list Rated Input, Recovery Efficiency and Standby Loss.
For instantaneous gas water heaters, list Rated Input, and Recovery Efficiency.
Run Initiation Time: 0110710418:21:27 Run Code: 1073528487
EnergyPro 3.1 By EnergySoft User Number. 2655 Job Number. Page: 10 of 13
Computer Method Summary (Addendum) C -2R
Thomas Buffin 1/7/2004
Project Title Date
Special Features and Modeling Assumptions
The local 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 local
anfnrrtamant anpncv determines the adenuacv of the iustification. and may refect a building or design that otherwise complies
)ased on the adequacy of the special justification and documentation submitted.
HERS Required Verification
These fpah"rp mutt hp confirmed and/or tested by a certified HERS rater under the supervision of a CEC approved HERS
Plan I Field
provider. The HERS rater must document the field verification and diagnostic testing of these measures on a form CF -6R.
Plan
Field
The HVAC System "Living Zone" is using reduced dud leakage to comply and must have diagnostic site testing of duct leakage
performed by a certified HERS Rater. The results of the diagnostic testing must be reported on a CF -6R Form.
EnerovPro 3.1 By EnergvSoft User Number. 2655 Job Number. Page:11 of 13 I
HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY
PROJECT NAME DATE
Thomas Buffin 1/7/2004
SYSTEM NAME FLOOR AREA
Living Zone 1,408
SYSTEM LOAD
CFM per System
1,595
Airflow (cfm)
1,595
Airflow (cfrn/sgft)
1.13
Airflow (cfmITon)
398.8
Outside Air (%)
0.0
Outside Air (cfmisgft)
0.00
Note: values above given at ARI conditions
26.0 of 69.3 of 69.3 of
41 00
Y .
Outside Air
0 cfm
69.3 of
11.9 / 77.6 of
BO
Outside
_
0 cfm
78.7 / 65.8 of
Total Room Loads
Return Vented Lighting
Return Air Ducts
Return Fan
Ventilation
Supply Fan
Supply Air Ducts
TOTAL SYSTEM LOAD
COIL COOLING PEAK
11COILHTG.PEAK
CFM
I Sensiblel Latent
I I CFM
I Sensible
1,315
24,544
3,078
404
22,709
0
1,227
1,135
0
0
0
0
0
0
0
1,227
1,135
26,998 '10781
24 980
BDP CO.563AN048-A 32,214 10,975 92,000
Total Adjusted System Output 32,214 10,975 92,000
(Adjusted for Peak Design CorM'idons)
TIME OF SYSTEM PEAK Aug 2 pm Jan 12 am
123.6 of
Supply Fan Heating Coil
1595 cfm
!% Retum Air Ducts `i
78.7 / 65.8 of 78.7 / 65.8 of = 59.7 / 58.7 of
Supply Fan Cooling Coil
1595 cfm
h Return Air Ducts `i
Supply Air Ducts
122.9 of
ROOMS
70.0 of
Supply Air Ducts
60.5 / 59.0 of
51.. R.H. ROOMS
78.0 ! 65.5 of
EnenmvPro 3.1 By EnergySoft User Number. 2655 Job Number: Page: 12 of 13
ROOM LOAD SUMMARY
PROJECT NAME
Thomas Buffin
DATE
1/7/2004
SYSTEM NAME
Living Zone
FLOOR AREA
1,408
ROOM LOAD SUMMARY
ROOM COOLING PEAK
COIL COOLING PEAK
COIL HTG. PEAK
ZONE NAME
ROOM NAME
Mult.
CFM
SENSIBLE
LATENT
CFM
SENSIBLE
LATENT
CFM
SENSIBLE
Livin Zone
Living
1
1,315
24,544
3,078
1,315
24,544
3,078
404
22,709
PAGE TOTAL 1 1,315 24,544 3,078 404 227709
TOTAL 1 1,315 24,544 1 3,078 404 1 22,709
EnergyPro 3.1 By EnergySoft User Number. 2655 Job Number. Page: 13 of 13
T12USSVVOR S
I cc.
A Company You Ca Elm
1,11CH QUIRTA
BUILDING & SAFETY DEPT.
APPROVED
FOR CONSTRUCTION
DATE J-:: ,c BY
75-110 ST. CHARLES PLACE
-I. A
010, IN. 0
PALM DESERT, CA 92260
PHONE: 760-341-2232 * FAX: 760-341-2293 NAME: Bro e rS
MANUFACTURING YARD: PROJECT:
.55755 TYLER STREET, THERMAL, CA 92274
FAX: 760-399-9786
w—.NIA—E
NATIONAL INSPECTION ASSOCIATION
Inspection Of Prefabricated Trusses /Quality Audited by AA -583 DrC
ADDkESS
M-4 * PLATE MANUFACTURER
PLANT CONTACT ..Oc,
L)ES. L)V
VG. 4
Non -Scheduled In Plant Audits As Per Uniform Building Code Section 2321.3 and
IBC Section 2303.4 or Newest Sectionsn, and In Accordance With Engineered Plan Specifications.
CATEGORY 'CONFORMING NON -CONFORMING
Lumbeir Grade REMARKS
Connector Plates / I.C.B.O.
Span & Pitch o7
Workmanship
Joint Accuracy
Bearing of Wood Jo;nt":
Knots in Plate Area
Split Limitation
Plate Placement
Plate. Si7p.
Condition of Plate Teeth
Pl^tOtO Wood Tolerance
-----------
In-Plant Handling
Bundling & Loading 06
[Jig & Press Adequacy
Marking Legibility
Pjdfli Stamp Verification
Trusses Meet UBC & IBC Requirements
In -Plant Q.C. Records
Order No./ Name
Other ther Comments or F
Supervisor's Signature
znilefij, 01-eguii 97305-7938
How Many Stamps On Site:
As Per ICSO/ES Requirements
o
If Needed, Will Be Added To Ay Ady ilior/ Page
NIA Inspector's Signature
503-391-1003 Office
503-391-1007 Fax
1 0
NATIONAL INSPECTION ASSOCIATION, INC.
W'—NIA—E Quality Systems Management, Inc.
I
® s National Vesting, Inc. Origination Date: 07
Non Listed P% tbj-icatot•'s Aridit
Audit Date/Arrive/Depart: - /0 :21-o3 < -rl
Fabricator's Name:Location: :T g2er»/4
Does the Fabricator have a current Agreement with the Agency for /audit? .................................
Is the Quality System Manual, "QSM" up to date per AC -10 & AC -98? .......................................
Has the QSM been reviewed within a twelve month period?.......................................................
Are materials used in Production per National Standards & Engineers Specifications? ....:.........
Is an acceptable In -House Quality Control System according to National Standards in place?..
Are In-Hnu ; Coil^lits, Control Inspoctions boinn condunted per Nla.tional Standards? .................
is I -Il is i.i ii.:IJ:.-_;, 0i Vi ii li; I IiIL .. .'./ ;i `I I ::. I .,i. .I' (? ." ............
i)` Ji( C';tC a l,' it i.: L- :ill: v. Lii )ITI; ilt'
Is there a System in place to deal with Non -Conforming Mater'ials?............................................
Are written Q.C. Inspection Reports and Agency Audits kept for at least two years? ..................
Have any Corrective Action requests, "CAF", been issued during this Audit? ........................
nrnrlrrr.t ('1»rlr
GA•i EGOVIV CUI.I OFiNllt`C I I vi C Ui f C niVl.
kt'visioll
Yes _i, : No _
Yes _,G No _
Yes No _
Yes ✓ No—
Yes
o_Yes ✓ No
No —
Yes " No —
Yes No
Yes —__ No v
Lumber Grade — —
Plate Size /` -'----------------------------------....-----
ICc ES
Plate to Wood Tolerance is within 1/32"
I.gbcl Lcgibility - Labels on Site - Stamns, % I.ahels ' ljr',
Charlyc5 In `_;upej vis*uly Personnel, III w';uctloli 1'I occ.sti
Any Test Performed or Witnessed
Per AC -98
Ir Thrrr, r>rodiint Tr^^.t^hil;lk
Airy "GA! ' i'iupwis 1-ioln Last Auuii
–
Per A(' -9n
!: - Poi /'%.:-:I6
Any Shut Downs or Disruptions In Production
Per AC -98 _
Any Samples Taken
,/ Per AC -98
Any Test / Measuring Equipment That Requires Calibration
Per AC -98
Docs the F=ilial Product meet UF30 / IBC and National Standards-'
Far for Q.C. Supervisor
Auditor for National Inspection Association
U
Gillen., VYy0)11a1g Ue,>i.. ,; // t Ui f U:i- •
Page Otie of Two
A01
r
o
cp
rn
ce
tiPCD ARCy/
EVI ATS
OF Cf�41�OQ,
OCT 2 8 2003
O
N
D
N
A04
LO
Q
A07 A09
3,07 A09
AQ_8 _ 9.0
:I
I. 6-0 ,
>I
16-8 21-4
Phone (760)341-2232
Fax # ( 760 )341-2293
Q a
T RU S S W O RK S
A Company You Can Truss!
75-110 St- Charles pl . ste-11A
Palm Desert, CA. 92211Total
STD SANTA FE
P OWE R B ROKE R
LQ
SALES REP
DUE DATE
DSGNR/CHKR
SB
SB / SB
WO# ': J2886
Date 10/28/2003 10: 3
Tc Live 20.00 psf
TC Dead 10.00 psf
BC Live 0.00 psf
BC Dead 10.00 psf
90.00 psf
Dur Fac-Lbr 1.25
Dur Fac-Plt 1.25
O.C. Spacing 24.0
Design Spec UBC -97
#Tr/ItCfg : 33 / 11
lJobiName3: STD SANTA FE Truss ID: A01 Qtv: 1 Drwa:
TC 2x4 SPF' 1650F -1.5E
BC 2x4 SPF 1650F-1.513
GBL ELK 2x4 HF STUD
PLATE VALUES PER ICBO RESEARCH REPORT #1607
End verticals designed for axial loads only
Extensions above or below the truss profile
(if any) require additional consideration
(by others) for horiz. loads on the bldg.
T
4-0-0
1 I2
TYPICAL PLATE: 1.5-3
[PM]=PLATS MONITOR USED -See Joint Report*
Plating spec : ANSI/TPI - 1995
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
Drainage must be provided to avoid ponding.
Top chord supports 24.0 " of uniform load
at 20 psf live load and 10 psf dead load.
Additional design considerations may be
required if sheathing is attached.
[+] indicates the requirement for lateral
bracing (designed by others) perpendicular
to the plane of the member at 63 -intervals.
Bracing is a result of wind load applied
to member.(Combination axial plus bending).
This truss requires adequate sheathing, as
designed by others, applied to the truss
face providing lateral support for webs in
the truss plane and creating shear wall
action to resist diaphragm loads.
Diagonals may be omitted if adequate bracing
designed by others, is provided to prevent
racking of the truss under lateral loads.
Truss without diagonal web members r
adequate sheathing applied to the torue
face is designed to support only vertial
load as noted. /
1-41-4 0 4.04 0 4.0.0 4-0.0 4-0-0 4-0-0 4.0-0 4-0_-0 4.00,
1-4-0 5.4.0 9.4.0 13-4.0 17.4-0 21-4.0 25-4.0 29-4.0 334-0 37-4.0
/ 2 3 4 5 6 7 8 9 10 11 111314 15 16 17 18 19 20 21 12 13 14 22617 28 29 301
025
S=3-0
24
33 34 35 36 37 38 39 40 41 41 43 44 45 46 4718 49 50 51 51 53 54 55 56 57 58 59 60 6163
1-41-4 0 4.04 0 4-0-0 4.0_ 0 4-0.0 4-0.0 4-0.0 4-00 4.0-0 4.00
1.4.0 5-4.0 9.4.0 13.4-0 17-4-0 21-4.0 25.4-0 29.4-0 33-4.0 37.4-0
2-4
This truss is designed using the
UBC -97 Code.
Bldg Enclosed = Yes
Truss Location = End Zone
Hurricane/Ocean Line = No , Exp Category = C
Bldg Length = 40.00 ft, Bldg Width = 20.00 ft
Mean roof height = 16.25 ft, mph80
USC Special Occupancy, Dead Load = =17.0 psf
1Qf31r4m
L
W
T 4-0.0
2i' 1
Q.Joint Locations =====
1 T
0- 0 33 0- 0- 0
;pUF Q a- 0 35 2- 8- 0 0- 0 36 4- 0- 0
5 5- 4- 0 37 5- 4- 0
MOo 8 9- 4- 0 40 9- 4- 0
9 10- 8- 0 41 10- 8- 0
10 12- 0- 0 42 12 -
0- 0
11 13- 4- 0 43 13- 4- 0
12 14- 8- 0 44 14- 8- 0
13 15- 2- 6 45 16- 0- 0
14 16- 0- 0 46 17- 4- 0
15 17- 4- 0 47 18- 8- 0
16 18- 8- 0 48 19- 0- 0
17 20- 0- 0 49 20- 0- 0
18 21- 4- 0 50 21- 4- 0
19 22- 8- 0 51 22- 8- 0
20 24- 0- 0 52 24- 0- 0
21 25- 4- 0 53 25- 4- 0
22 26- 8- 0 54 26- 8- 0
SHIP 23 28- 0- 0 55 28- 0- 0
24 .29- 4- 0 56 29- 4- 0
25 30- 8- 0 57 30- 8- 0
26 31- 0- 8 58 32- 0- 0
27 32- 0- 0 59 33- 4- 0
28 33- 4- 0 60 34- 8- 0
29 34- 8- 0 61 36- 0- 0
30 36- 0- 0 62 37- 4- 0
31 37- 4- 0 63 38- 0- 0
32 38- 0- 0
10/28/2003
OVER CONTINUOUS SUPPORT
All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/8" = 1'
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job: EJ.
w0: J2886
®
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chk' SB
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Dsgnr: SB
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 20.00 psf
DurFacs L=1.25 P=1.25
T R U S S W O R KS
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
A Company You Can Trussl
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
TC Dead 10.00 psf
Rep Mbr Bnd 1.15
75-110 at. Charles pl. ste-11 A
environmthat will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
'Joint
BC Live 0.00 psf
P
p gent
O.C.$ acin 2- 0- 0
Palm Desert, CA. 92211
and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software',
'ANSI/TPI
1','WTCA I' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL
BC Dead 7.00 psf
Design Spec UBC -97
Phone (760) 341-2232
PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onoftio Drive,
Fax # (760) 341-2293
Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Sweet, NW, Ste 800, Washington, DC 20036.
TOTAL 37.00 psf
Seqn T6.4.5 - 8640
WII,Name.; STD SANTA FE Truss ID: A02 Qtv: 6 Drwq:
GX-LOC REACT SIZE REQ'D
1 0- 1-12 479 3.50" 1.50"
2 16- 3- 4 1725 3.50• 2.09•
3 37-10- 4 700 3.50• 1.50•
G REQUIREMENTS shown are based ONLY
the trues material at each bearing
TC FORCE AXL HND CSI
1-2 5 0.00 0.57 0.57
2-3 -565 0.00 0.57 0.58
3-4 -554 0.00 0.57 0.57
4-5 411 0.06 0.57 0.63
5-6 -1401 0.01 0.54 0.56
6-7 -5 0.00 0.54 0.54
BC FORCE AXL HND CSI
8-9 952 0.14 0.19 0.33
9-10 -940 0.03 0.16 0.19
0-11 -1800 0.03 0.10 0.13
1-12 1039 0.15 0.20 0.36
2-13 1384 0.21 0.20 0.41
WEB FORCE CSI WEB FORCE CSI
1-8 -161 0.06 5-11 -1380 0.62
2-8 -987 0.82 5-12 490 0.17
2-9 -548 0.14 6-12 171 0.05
4-9 1278 0.44 6-13 -1463 0.68
4-10 -1871 0.39 7-13 -166 0.06
4-11 1593 0.55
TC 2x4 SPF 1650F -1.5E
BC 2x4 SPF 165OF-1.SE
WEB 2x4 HF STUD
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
Install interior support(s) before erection.^
End verticals designed for axial loads only.
Extensions above or below the truss profile
(if any) require additional consideration
(by others) for horiz. loads on the bldg.
®web bracing required at each location shown.
See standard details (TX01087001-001).
*[PMI=PLATE MONITOR USED -See Joint Report
Plating spec : ANSI/TPI - 1995
PLATE VALUES PER ICBO RESEARCH REPORT #1607.
Mark all interior bearing locations.
Drainage must be provided to avoid ponding.
7-1-2 8-214 7-515 8-2-9 6-11-8
7-1-2 15-4-0 22-9-15 31-0-8 38.0-0
1 34 5 6 7
02_
38-0-0 1
8 9 10 I1 11 13
99-6-0 6-9-4 1 12-2-12 9-6-0
9-6-0 16-3-4 28-6-0 38-0-0
UPLIFT REACTIONS) :
Support 1 -25 lb
Support 2 -102 lb
Support 3 -40 lb
This truss is designed using the
UBC -97 Code.
Bldg Enclosed = Yes
Truss Location = End Zone
Hurricane/Ocean Line = No , Exp Category = C
Bldg Length = 40.00 ft, Bldg Width = 20.00 ft
Mean roof height = 16.25 ft, mph - 80
UBC Special Occupancy, Dead Load = 17.0 psf
T 400
27 I SHIP
---== Joint Locations =====
1 0 -
0- 0 8 0- 0- 0
2 7 -
1- 2 9 9- 6- 0
3 15- 2- 5 10 16- 3- 4
4 15- 4- 0 11 19- 0- 0
5 22- 9-15 12 28- 6- 0
6 31- 0- 8 13 38- 0- 0
7 38- 0- 0
D.
10!"3112008
IWDATE ,
OCT 2 8 2003
10/28/2003
OVER 3 SUPPORTS
All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/8" = 1'
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job: EJ.
WO: J2886
®
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chk: SB
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
Dsgnr: SB
TC Live 20.00 psf
TC Dead 10.00 psf
DurFacs L=1.25 P=1.25
Rep Mbr Bnd 1.15
T R U S S W O R KS
A Company You Can Truss!
p Y
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached,. unless otherwise
noted. Bracing shogun is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
75-110 St. Charles pl. ste-11A
Palm DesertCA. 92211
Desert,
Phone (760) 341-2232
Fax # (760) 341-2293
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
and brace this miss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software',
'ANSI/TPI 1','WTCA V- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL
PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive,
Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036.
BC Live 0.00 psf
P
BC Dead 7.00 psf
TOTAL 37.00 psf
O.C.S acin 2- 0- 0
P 9
Design Spec UBC -97
Seqn T6.4.5 - 8641
5"
Jots, Namp: STD SANTA FE
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job: EJ.
Truss
ID: A02A Qty: 8
Drwg:
RG X -LOC REACT SIZE REQ'D TC
2x4
SPF
210OF-1. BE
Web bracing required at each location shown.
UPLIFT REACTION S)
1 0- 1-12 1406 3.50• 2.01•
2x4
SPF
1650P -1.5E
5-6'
® See standard details (TX01087001-001).
Support 1 -84 lb
2 37-10- 4 1406 3.50• 2.01• BC
2x4
SPP
2100F-1.SE
75-110 St. Charles pl. ste-11 A
Plating spec : ANSI/TPI - 1995
Support 2 -84 lb
RG REQUIREMENTS shown are based ONLY WEB
2x4
HF
STUD
THIS DESIGN IS THE COMPOSITE RESULT OF
This truss is designed using the
n the truss material at each bearing
2x4
SPF
1650F-1.SE
7-2
MULTIPLE LOAD CASES.
UBC -97 Code.
Drainage
must be provided
to avoid ponding.
PLATE VALUES PER ICBG RESEARCH REPORT #1607.
Bldg Enclosed = Yes
TC PORCE AXL BND CSI
End verticals designed for axial loads only.
Truss Location = End Zone
1-2 5 0.00 0.37 0.38
Extensions above or below the truss profile
Hurricane/Ocean Line = No , Exp Category - C
2-3 -5137 0.39 0.56 0.94
(if any) require additional consideration
Bldg Length = 40.00 ft, Bldg Width = 20.00 ft
3-4 -6193 0.43 0.37 0.80
(by others) for horiz. loads on the bldg.
Mean roof height = 16.25 ft, mph - 80
4-5 -4287 0.24 0.41 0.65
5-6 -5 0.00 0.51 0.51
UBC Special Occupancy, Dead Load = 17.0 psf
BC FORCE AXL HND CSI
7-8 4276 0.41 0.16 0.57
8-9 6319 0.61 0.13 0.74
9-10 5846 0.57 0.12 0.69
0-11 3415 0.33 0.15 0.48
WEB FORCE CSI WEB FORCE CSI
1-7 -167 0.06 4-9 391 0.14
2-7 -4434 0.65 4-10 -1684 0.61
2-8 1030 0.36 5-10 1157 0.40
3-8 -1264 0.46 5-11 -3613 0.98
3-9 -149 0.06 6-11 -167 0.06
T
41.12-0-0
7.17.1 2 8-1-5
7-1-2 15-2-6
r 2
3
7-7-9
22-9-15
02-
8-2-9 6-11-8
31-0-8 38-M
4 S 6
3-10 3-10
NAX DEFLECTION (span) :
L/593 IN MEM 8-9 (LIVE)
L= -0.76" D= -0.65" T= -1
===== Joint Locations ===--
1 0- 0- 0 7 0- 0- 0
2 7- 1- 2 8 9- 6- 0
3 15- 2- 6 9 19- 0- 0
4 22- 9-15 10 28- 6- 0
5 31- 0- 8 11 38- 0- 0
6 38- 0- 0
T T
4-0.0 Q y
2-9-7
1 I SHIP
1 U 'stye Cl I
am
1D
ATE
a v ro
9-6-0 9-6-09-6-0 9-6-0
9-6-0 19-0-0 28-6-0 38-0.0 OCT 2, g 2003
10/28/2003
All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/8" = 1'
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job: EJ.
WO: J2886
®
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chk' SB
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
TR U S S W O R KS
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
Dsgnr: SB
A Company You Can Trussl
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Live 20.00 psf
DurFacs L=1.25 P=1.25
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
TC Dead 10.00 psf
Rep Mbr Bnd 1.15
75-110 St. Charles pl. ste-11 A
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
'Joint
BC Live 0.00 psf
O.C.Spacing 2- 0- 0
Palm Desert, CA. 92211
and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Tmswal software',
'ANSI1rPI
Phone (760) 341-2232
I','WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL
PLATE CONNECTED WOOD
BC Dead 7.00 psf
Design Spec UBC -97
TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive,
Fax # (760) 341-2293
Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1 1 1 119th Street, NW, Ste 800, Washington, DC 20036.
TOTAL 37.00 psf
Seqn T6.4.5 - 8642
Job•Name. STD SANTA FE Truss ID: A03 Qtv: 1 Drwa:
TC 2x4 SPF 1650P -1.5E
BC 2x4 SPF 1650F -1.5E
GBL BLK 2x4 HF STUD
PLATE VALUES PER ICBO RESEARCH REPORT #1607
End verticals designed for axial loads only
Extensions above or below the truss profile
(if any) require additional consideration
(by others) for horiz. loads on the bldg.
4 -0 -OT
2-10-0
1
•[PM]=PLATS MONITOR USED -See Joint Report•
elating spec : ANSI/TPI - 1995
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
Drainage must be provided to avoid ponding.
Top chord supports 24.0 " of uniform load
at 20 psf live load and 10 psf dead load.
Additional design considerations may be
required if sheathing is attached.
[+] indicates the requirement for lateral
bracing (designed by others) perpendicular
to the plane of the member at 63"intervals.
Bracing is a result of wind load applied
to member.(Combination axial plus bending).
This truss requires adequate sheathing, as
designed by others, applied to the truss
face providing lateral support for webs in
the truss plane and creating shear wall
action to resist diaphragm loads.
Diagonals may be omitted if adequate bracing
designed by others, is provided to prevent
racking of the truss under lateral loads.
Truss without diagonal web members or
adequate sheathing applied to the truss
face is designed to support only vertical
load as noted.
I-4-4 0 2-8-0 2-8-0 2-8.0 2-8.0 2.80
1-4.0 4-04 6.8-0 9-4.0 12-0.0 14-8.0
6 7 8 9 10 /I
0�
2-82-80
17-4.0
12 13 1415
This truss is designed using the
UBC -97 Code.
Bldg Enclosed = Yes
Truss Location = End Zone
Hurricane/Ocean Line = No , Exp Category = C
Bldg Length = 40.00 ft, Bldg Width = 20.00 ft
Mean roof height = 16.05 ft, mph = 80
UBC Special Occupancy, Dead Load = 17.0 psf
===== Joint Locations =====
1 0- 0- 0 16 0- 0- 0
2 1- 4- 0 17 1- 4- 0
3 2- 8- 0 18 2- 8- 0
4 4- 0- 0 19 4- 0- 0
5 5- 4- 0 20 5- 4- 0
6 6- 8- 0 21 6- 8- 0
7 8- 0- 0 22 8- 0- 0
8 9- 4- 0 23 9- 4- 0
9 10- 8- 0 24 10- 8- 0
10 12- 0- 0 25 12- 0- 0
11 13- 4- 0 26 13- 4- 0
12 14- 8- 0 27 14- 8- 0
13 16- 0- 0 28 16- 0- 0
14 17- 4- 0 29 17- 4- 0
Ir IA- a- n an 1A- A- n
1.4-0 44-0 6-8-0 9.4-0 12.0.0 14-8-0 17-4.0 — -
TYPICAL PLATE: 1.5-3 10/28/2003
OVER CONTINUOUS SUPPORT �+
All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 9/32" = 1'
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job: EJ.
w0: J2886
®
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chk' SB
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Dsgnr• SB
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 20.00 psf
DurFaes L=1.25 P=1.25
T R U S S W O R KS
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
A Company You Can TrUSSI
p
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
Y
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
TC Dead 10.00 psf
Rep Mbr Bnd 1.15
75-110 St. Charles pl. ste-11A
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
'Joint
BC Live 0.00 psf
P
O.C.S aein 2- 0- 0
p g
Palm Desert, CA. 92211
and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software',
'ANSI/TPI
BC Dead 7.00
Design Spec UBC
Phone (760) 341-2232
I','WTCA I'- wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL
PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onoftio Drive,
- psf
-97
Fax # (760) 341-2293
Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036.
TOTAL 37.00 psf
Seqn T6.4.5 - 8643
Job, Name: STD SANTA FE Truss ID: A04 Qtv: 1 Drwa:
RG X -LOC REACT SIZE REQ'D
1 0- 1-12 645 3.50 .
1.50•
2 19- 4-12 1639 3.50• 1.97•
3 37-10- 4 595 3.50• 1.50"
RG REQUIREMENTS shown are based ONLY
n [he Cruse material at each bearing
TC FORCE AXL BND CSI
1-2 5 0.00 0.59 0.59
2-3 -684 0.00 0.59 0.59
3-4 601 0.08 0.51 0.59
4-5 1067 0.16 0.47 0.63
5-6 -990 0.01 0.57 0.58
6-7 -5 0.00 0.57 0.57
BC FORCE AXL END CSI
8-9 727 0.11 0.16 0.27
9-10 386 0.06 0.16 0.22
0-11 -5 0.00 0.02 0.02
1-12 14 0.00 0.04 0.05
2-13 -607 0.00 0.18 0.18
3-14 293 0.04 0.18 0.22
4-15 1090 0.16 0.18 0.34
WEB FORCE CSI WEB FORCE CSI
2-4 665 0.27 10-12 472 0.16
1-8 -133 0.10 4-13 -897 0.20
2-8 -859 0.94 5-13 -1422 0.56
2-9 138 0.06 5-14 802 0.28
3-9 427 0.15 6-14 -182 0.05
3-10 -229 0.08 6-15 -1155 0.54
3-12 -934 0.26 7-15 -158 0.06
TC 2x4 SPP 1650F -1.5E
BC 2x4 SPF 1650F -1.5E
2x4 HF STUD 11-4
WEB 2x4 HF STUD
PLATE VALUES PER ICBO RESEARCH REPORT #1607
Mark all interior bearing locations.
Drainage must be provided to avoid ponding.
®web bracing required at each location shown
See standard details (TX01087001-001).
Plating spec : ANSI/TPI - 1995
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
Loaded for 10 PSF non -concurrent BCLL.
install interior support(s) before erection
End verticals designed for axial loads only
Extensions above or below the truss profile
(if any) require additional consideration
(by others) for horiz. loads on the bldg.
6-3-10 8-8-15 7-9-1 1
6-3-10 15-0-9 22-9-10
3 4
0
UPLIFT REACTION(S) :
Support 1 -41 lb
Support 2 -106 lb
Support 3 -39 lb
This truss is designed using the
UBC -97 Code.
Bldg Enclosed = Yes
Truss Location = End Zone
Hurricane/Ocean Line - No , Exp Category = C
Bldg Length = 40.00 ft, Bldg width = 20.00 ft
Mean roof height = 17.25 ft, mph = 80
UBC Special Occupancy, Dead Load = 17.0 psf
T 3 3-4 6-6 3-4 5-5 4-4 3 I
T
2-9.7
6-0-0 6-0-0 REDMA
0 4 3-4 t2-0-01
SHIPQ D, i'i5- 2-0-0:5E 4-4 Z p 1
- 3-4 3-4 3-4 ,
3-4
19-4-12J U NO. C1199!
18-0-0 11120/20w,
20-0-0 EXP WE
38-0-0 0 ^ '
8 9 10 182 13 14 15 V
99-M6-0-9 4-3-7 I 9-8-0 9-0-0
9-0-0 15-0-9 19-4-0 29.0-0 38-M 0 C T 2 8 2003
10/28/2003
OVER 3 SUPPORTS
All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/8" = 1'
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J2886
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: SB
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25
A Company You Can Truss! is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr Bnd 1.15
75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BP p g
C Live 0.00 psf O.C.S acin 2- 0- 0
and bmce this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software',
Palm Desert, CA. 92211 'ANSI/TPI I'WTCA V. Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL BC Dead 7.00 psf Design Spec UBC -97
Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive,
Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.4.5 - 8644
.9"
===== Joint
Locations =====
1
0- 0- 0
9 9- 0- 0
2
6- 3-10
10 15- 0- 9
3
15- 0- 9
11 17-10- 4
8-2-14 6-11-8
4
5
17-10- 4
22- 9-10
12 17-10- 4
13 19- 4- 0
31-0-8 38-0-0
6
31- 0- 8
14 29- 0- 0
7
38- 0- 0
15 38- 0- 0
8
0- 0- 0
T 3 3-4 6-6 3-4 5-5 4-4 3 I
T
2-9.7
6-0-0 6-0-0 REDMA
0 4 3-4 t2-0-01
SHIPQ D, i'i5- 2-0-0:5E 4-4 Z p 1
- 3-4 3-4 3-4 ,
3-4
19-4-12J U NO. C1199!
18-0-0 11120/20w,
20-0-0 EXP WE
38-0-0 0 ^ '
8 9 10 182 13 14 15 V
99-M6-0-9 4-3-7 I 9-8-0 9-0-0
9-0-0 15-0-9 19-4-0 29.0-0 38-M 0 C T 2 8 2003
10/28/2003
OVER 3 SUPPORTS
All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/8" = 1'
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J2886
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: SB
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25
A Company You Can Truss! is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr Bnd 1.15
75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BP p g
C Live 0.00 psf O.C.S acin 2- 0- 0
and bmce this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software',
Palm Desert, CA. 92211 'ANSI/TPI I'WTCA V. Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL BC Dead 7.00 psf Design Spec UBC -97
Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive,
Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.4.5 - 8644
.9"
Job'K1!ame;,,STD SANTA FE
RGX-LOC REACT SIZE REQ'D
1 0- 1-12 729 3.50• 1.50"
2 21- 1-12 1573 3.50" 2.25-
3 37-10- 4 558 3.50" 1.50•
RG REQUIREMENTS shown are based ONLY
n the trues material at each bearing
TC FORCE AXL END CSI
1-2 5 0.00 0.58 0.58
2-3 -876 0.01 0.58 0.59
3-4 732 0.11 0.53 0.64
4-5 741 0.11 0.46 0.57
5-6 -849 0.01 0.57 0.57
6-7 -5 0.00 0.57 0.57
BC FORCE AXL END CSI
8-9 859 0.13 0.16 0.29
9-10 703 0.10 0.15 0.26
0-11 -9 X0.00 0.07 0.07
1-12 34 0.01 0.06 0.08'
2-13 -160 0.00 0.20 0.20
3-14 986 0.15 0.19 0.33
WEB FORCE CSI WEB FORCE CSI
2-4 -158 0.08 10-12 744 0.26
1-8 -134 0.10 5-12 -1011 0.24
2-8 -1015 0.47 5-13 908 0.31
2-9 131 0.04 6-13 -227 0.06
3-9 254 0.09 6-14 -1045 0.49
3-10 -170 0.06 7-14 -158 0.06
3-12 -1387 0.92
Truss ID: A05
TC 2x4 SPF 165OF-1.513
BC 2x4 SPP 1650F -1.5E
2x4 HF STUD 11-4
WEB 2x4 HF STUD
PLATE VALUES PER ICBO RESEARCH REPORT #1607
Mark all interior bearing locations.
Drainage must be provided to avoid ponding.
®web bracing required at each location shown
See standard details (TX01087001-001).
Plating spec : ANSI/TPI - 1995
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
Loaded for 10 PSF non -concurrent BCLL.
Install interior support(s) before erection
End verticals designed for axial loads only
Extensions above or below the truss profile
(if any) require additional consideration
(by others) for horiz. loads on the bldg.
6-3-10 8-8-15� 5-912
6-3-10 15.0-8 20-10-4
02_
4 5
UPLIFT REACTION(S) :
Support 1 -46 lb
Support 2 -105 lb
Support 3 -35 lb
This truss is designed using the
UBC -97 Code.
Bldg Enclosed = Yes
Truss Location = End Zone
Hurricane/Ocean Line = No , Exp Category = C
Bldg Length = 40.00 ft, Bldg Width = 20.00 ft
Mean roof height = 17.25 ft, mph - 80
UBC Special Occupancy, Dead Load = 17.0 psf
MAX DEFLECTION (span) :
L/999 IN MEM 8-9 (LIVE)
L= -0.10" D= -0.08" T= -0
===== Joint Locations =====
1 0- 0- 0 8 0- 0- 0
2 6- 3-10 9 9- 0- 0
3 15- 0- 8 10 15- 2- 6
4 20-10- 4 11 20-10- 4
10-2-4 A 6-11-8 5 22- 9-10 12 20-10- 4
31-0-8 38-0.0 6 31- 0- 8 13 29- 0- 1
7 38- 0- 0 14 38- 0- 0
5-5 3-4 3.
T
3
T
3-4 g -g 1.5-3
T
T
6.04_oA
2-9-7
6-0-0
l'`f'�G'�/rF
3�
2-0-0 3
4
�2-Q-01
SHIP
�J•�%PCU
a
1
5.6
�wc� ��s
3-4
3-4 5-5 3
�� y
--12
211
V ycq
Na. V l����034
21-0-0
*
10/31n
17-0-0
38-0-0
n A\�
£ 0`
9.0-° ' 6-2' ' S-7 ,4 .' 8-1'3 ' B-1,.,5
,
9-0-0 15-2-6 20-10-4 29-0-1 38-0-0
2003
OCT 2-8
10/28/2003
OVER 3 SUPPORTS
All plates are 20 gauge Truswal Connectors
unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted.
Scale: 1/8" = 1'
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job:
EJ.
WO: J2886
®
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chk: SB
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Dsgnr: SB
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
T R U S S W O R KS
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
TC Live
20.00 psf
DurFacs L=1.25 P=1.25
A Company You Can Truss!
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
be in
TC Dead
10.00 psf
Rep Mbr Bnd 1.15
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not placed any
Charles pl. ste-11 A
75-110 St. Charle pl. s
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
'Joint from Truswal
BC Live
0.00 psf
O.C.Spacing 2- 0- 0
Palm Deserti 9
and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output software',
ANSI/TPI I','WTCA I' - Wood Truss Council of America Standard Design Responsibilities, INSTALLING AND BRACING METAL
BC Dead
7.00 psf
Design Spec UBC -97
Phone (760) 341-2232
PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive,
Fax # (760) 341-2293
Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036.
TOTAL
37.00 psf
Seqn T6.4.5 - 8645
Job'Namv:,STD SANTA FE Truss ID: A06 Qty: 1 Drwg:
RGX-LOC REACT SIZE REQ'D
1 0- 1-12729 3.50• 1.50•
2 21- 1-12 1573 3.50• 2.25"
3 37-10- 4 558 3.50" 1.50•
RG REQUIREMENTS shown are based ONLY
n the truss material at each bearing
TC FORCE AXL BND CSI
1-2 5 0.00 0.58 0.58
2-3 -876 0.01 0.58 0.59
3-4 732 0.11 0.53 0.64
4-5 741 0.11 0.46 0.57
5-6 - -849 0.01 0.57 0.57
6-7 -5 0.00 0.57 0.57
BC FORCE AXL END CSI
8-9 859 0.13 0.16 0.29
9-10 703 0.10 0.15 0.26
0-11 -9 0.00 0.07 0.07
1-12 34 0.01 0.06 0.08
2-13 -160 0.00 0.20 0.20
3-14 986 0.15 0.19 0.33
WEB FORCE CSI WEB FORCE CSI
2-4 -158 0.08 10-12 744 0.26
1-8 -134 0.10 5-12 -1011 0.24
2-8 -1015 0.47 5-13 908 0.31
2-9 131 0.04 6-13 -227 0.06
3-9 254 0.09 6-14 -1045 0.49
3-10 -170 0.06 7-14 -158 0.06
3-12 -1387 0.92
TYPICAL PLATE: 1.5-3
TC .2x4 SPF 165017-1.513
BC 2x4 SPP 1650P -1.5E
2x4 HF STUD 11-4
WEB 2x4 HF STUD
GBL BLR 2x4 HF STUD
Loaded for 10 PSF non -concurrent BCLL.
Install interior support(s) before erection.
Gable verticals are 2x 4 web material spaced
at 16.0 " o.c. unless noted otherwise.
Top chord supports 24.0 " of uniform load
at 20 psf live load and 10 psf dead load.
Additional design considerations may be
required if sheathing is attached.
[+] indicates the requirement for lateral
bracing (designed by others) perpendicular
to the plane of the member at 63 -intervals.
Bracing is a result of wind load applied
to member.(Combination axial plus bending).
This truss requires adequate sheathing, as
designed by others, applied to the truss
face providing lateral support for webs in
the truss plane and creating shear wall
action to resist diaphragm loads.
6-3-10
6-3-10
®Web bracing required at each location shown
See standard details (TX01087001-001).
Plating spec : ANSI/TPI - 1995
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
PLATE VALUES PER ICBO RESEARCH REPORT #1607
Mark all interior bearing locations.
Drainage must be provided to avoid ponding.
End verticals designed for axial loads only
Extensions above or below the truss profile
(if any) require additional consideration
(by others) for horiz. loads on the bldg.
8-8-15 5-95-912
15-0-8 20-10-4
3 4 5
0 25
UPLIFT RRACTION(S) :
Support 1 -46 lb
Support 2 -105 lb
Support 3 -35 lb
This truss is designed using the
UBC -97 Code.
Bldg Enclosed Yes
Truss Location = End Zone
Hurricane/Ocean Line = No , Exp Category = C
Bldg Length = 40.00 ft, Bldg Width = 20.00 ft
Mean roof height = 17.25 ft, mph - 80
UBC Special Occupancy, Dead Load = 17.0 psf
MAX DEFLECTION (span) :
L/999 IN MEM 8-9 (LIVE)
L= -0.10" D= -0.08" T= -0
===== Joint Locations =====
1 0- 0- 0 8 0- 0- 0
2 6- 3-10 9 9- 0- 0
3 15- 0- 8 10 15- 2- 6
10 6-11-8 4 20-10- 4 11 20-10- 4
5 22- 9-10 12 20-10- 4
31-0-8 38.0-0 6 31- 0- 8 13 29- 0- 1
7 38- 0- 0 14 38- 0- 0
21-0-0 I I
17-0-0
9 /0 /02
9-" 6-2-7 5-7-14 i
9-0-0 15-2-6 20-10-4
TED
2.9.7 6-0-0 TSHIP Q SQ s D• -
Q .c»
am
-CAUF°` o
/3 /4 `
8-1-13 8.11-15 OCT 2 8 2003
29-0-1 38-0-0
10/28/2003
OVER 3 SUPPORTS
All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/8" = V
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job: EJ.
WO: J2886
®
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chk: SB
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
are to be verified by the component manufacturer and/or building designer prior' to fabrication. The building designer must ascertain that the loads
DSgnr SB
TC Live 20.00 psf
TC Dead 10.00 psf
DurFacs L=1.25 P=1.25
Rep Mbr Bnd 1.15
T R U S S W O R KS
A Company YCTruss!
p youan
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
75-110 St. Charles pl. ste-11A
Palm Desert, CA. 92211
Phone (760) 341-2232
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software',
'ANSI/TPI I','WTCA I' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL
PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive,
BC Live 0.00 psf
p
BC Dead 7.00 psf
O.C.S acin 2- 0- 0
p g
Design Spec UBC -97
Fax # (760) 341-2293
Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036.
TOTAL 37.00 psf
Seqn T6.4.5 - 8646
Job'Nams^.,,STD SANTA FE
Truss
ID: A07 Qty: 2
Drwg:
RG X -LOC REACT SIZE REO'D TC
2x4 SPF 1650F -1.5E
Plating spec : ANSI/TPI - 1995
UPLIFT REACTION(S)
1 0. 1-12 233 3.50" 1.50" BC
2x4 SPP-165OF-1.5E
THIS DESIGN IS THE COMPOSITE RESULT OF
Support 1 -41 lb
2 6- 1-12 233 3.50" 1.50" WEB
2x4 HF STUD
MULTIPLE LOAD CASES.
Support 2 -41 lb ,
RG REQUIREMENTS shown are based ONLY Drainage
must be provided to avoid ponding.
PLATE VALUES PER ICBO RESEARCH REPORT #1607.
This truss is designed using the
n the truss material at each bearing
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
End verticals designed for axial loads only.
UBC -97 Code.
TC Dead 10.00
Rep Mbr Bnd 1.15
Extensions above or below the truss profile
Bldg Enclosed = Yes
TC FORCE AXL BND CSI
(if any) require additional consideration
Truss Location = End Zone
1-2 -4 0.00 0.44 0.44
O.C.Spacing 2- 0- 0
(by others) for horiz. loads on the bldg.
Hurricane/Ocean Line = No , Exp Category = C
BC Dead 7.00 psf
P
Design $ eC UBC -97'
9 P
Phone (760) 341-2232
Bldg Length = 40.00 ft, Bldg Width = 20.00 ft
BC FORCE AXL BND CSI -
Fax # (760) 341-2293
Mean roof height = 15.67 ft, mph = 80
3-4 -1 0.00 0.10 0.10
-
UBC Special Occupancy, Dead Load = 17.0 psf
WEB FORCE CSI WEB FORCE CSI
1-3 -188 0.04 2-4 -188 0.04
1-4 0 0.00
5-
025
6-3-8
6-3-8
2
===== Joint Locations =====
1 0- 0- 0 3 0- 0- 0
2 6- 3- 8 4 6- 3- 8
3-6
36
2- 0 0 2-0-0 � D ARO,,��T
1-7-8 HIP Q��\ Cj
1-6-0 _
Cl 109
t LLJ 10131i2ow
Z�� EXP DATE
OF
OCT 2 � o00s
3
6-3-8 _i Zoo3
6-3-8
All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 13/16" = 1'
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job: EJ.
WO: J2886
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chk: SB
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Dsgnr• SB '
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 20.00 psf
DurFacs L=1.25 P=1.25
T R U S S W O R KS
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
A Company You Can TrussI
is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Dead 10.00
Rep Mbr Bnd 1.15
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
psf
75-110 St. Charles Ste -11A
environment that will cause the moisture content of the .wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
BC Live 0.00 psf
O.C.Spacing 2- 0- 0
pl.
Palm Desert, CA. 92211
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software',
'ANSI/TPI 1.,'WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL
BC Dead 7.00 psf
P
Design $ eC UBC -97'
9 P
Phone (760) 341-2232
PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive,
Fax # (760) 341-2293
Madison, Wisconsin 53719. The American Forest and Paper Association (A FPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036.
TOTAL 37.00 psf
Segn T6.4.5 - 8647
Job'Name%STD SANTA FE Truss ID: A08 Qty: - 1 Drwg:
2-0-0
TC 2x4 SPP 1650F -1.5E
BC 2x4 SPP 1650F -1.5E
BRG BLK 2x4 HF STUD
GBL BLK 2x4 HF STUD
End verticals designed for axial loads only
Extensions above or below the truss profile
(if any) require additional consideration
(by others) for horiz. loads on the bldg.
T
0.7.11
2-0-0
0.10.5
1
2-4 TIE
1-7-8
1-7-8
Plating spec : ANSI/TPI - 1995
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
PLATE VALUES PER ICBO RESEARCH REPORT #1607.
Drainage must be provided to avoid ponding.
Top chord supports 24.0 " of uniform load
at 20 psf live load and 10 psf dead load.
Additional design considerations may be
required if sheathing is attached.
(+) indicates the requirement for lateral
bracing (designed by others) perpendicular
to the plane of the member at 63"intervals.
Bracing is a result of wind load applied
to member.(Combination axial plus bending).
This truss requires adequate sheathing, as
designed by others, applied to the truss
face providing lateral support for webs in
the truss plane and creating shear wall
action to resist diaphragm loads.
1-4-0 1-4-0
2-11-8 4-3-8
3
0
1-4-0 0-8-0
5-7-8 6-3-8
This truss is designed using the
UBC -97 Code.
Bldg Enclosed = Yes
Truss Location = End zone
Hurricane/Ocean Line = No , Exp Category - C
Bldg Length = 40.00 ft, Bldg width = 20.00 ft
Mean roof height = 15.67 ft, mph = 80
UHC Special Occupancy, Dead Load = 17.0 psf
2-4
1-7-8
===== Joint Locations =====
1 0- 0- 0 7 0- 0- 0
2 1- 4- 0 8 1- 4- 0
3 2- 8- 0 9 2- 8- 0
4 4- 0- 0 10 4- 0- 0
5 5- 4- 0 11 5- 4- 0
6 6- 0- 0 12 6- 0- 0
i
6-3.8 OCT 2-8 2003
TYPICAL PLATE: 1.5-3 7 1.7.8 8 1-4-0 9 1-4-0 /a 1-4-0 /10-8-0 12 10/28/2003
1-7-8 2-11-8' 4-3-8 5.7_8 OVEjgjNT1 OUS SUPPORT
All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 13/16" = V
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng..Job: .EJ.
WO: J2886
®
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chk: SB
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Dsgnr: SB
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the hinds
TC Live 20.00 psf
DurFacs L=1.25 P=1.25
T R U S S W O R KS
utilized on this design meet or exceed the loading imposed by the local building code and the panicular application. The design assumes that the top chord
A Company You Can Truss!
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Dead 10.00 psf
Rep Mbr Bnd 1.15
noted. Bracing shown is for lateral suppon of components members only to reduce buckling length. This component shall not be placed in any
rle
Charles pl. ste-11 A
75-110 St. Cha
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
'Joint
BC Live 0.00 psf
O.C.Spacing 2- 0- 0
Desert, 92211
Palm Desert
and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software',
'ANSI/TPI 1%'WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL
BC Dead 7.00 psf
Design Spec UBC -97
Phone (760) 341-2232
PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive,
Fax # (760) 341-2293
Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036.
TOTAL 37.00 psf
Seqn T6.4.5 - 8648
Job*Name;; STD SANTA FE
Truss
ID: A09 Qty: 2
Drwg:
RGX-LOC REACT SIZE REQD
TC
2x4 SPF 165OF-1.5E
Plating spec : ANSI/TPI - 1995
UPLIFT REACTION(S)
'1 0- 1-12 785 3.50• 1.50•
BC
2x4 SPF 165OF-1.5E
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software',
'ANSI/TPI I','WTCA I' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL
PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive,
Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036.
THIS DESIGN IS THE COMPOSITE RESULT OF
Support 1 -90 lb
2 21- 2- 4 790 3.50• 3.50•
WEB
2x4 HF STUD
MULTIPLE LOAD CASES.
Support 2 -89 lb
RG REOUIREMENTS shown are based ONLY
ERG
ELK 2x4 HF STUD
PLATE VALUES PER ICBO RESEARCH REPORT #1607.
This truss is designed using the '
n the truss material at each bearing
End
verticals designed for axial loads only.
Drainage must be provided to avoid ponding.
UBC -97 Code.
Extensions above or below the truss
profile
Bldg Enclosed = Yes
TC FORCE AXL END CST
(if
any) require additional consideration
Truss Location = End Zone
1-2 -1879 0.0E 0.59 0.67
(by
others) for horiz. loads on the
bldg.
Hurricane/Ocean Line = No , Exp Category C
2-3 -1805 0.03 0.45 0.48
Bldg Length = 40.00 ft, Bldg Width = 20.00 ft
3-4 -1812 0.06 0.50 0.56
Mean roof height - 16.16 ft, mph - 80
USC Special Occupancy, Dead Load = 17.0 psf
BC FORCE AXL END CSI
5-6 -3 0.00 0.11 0.11
6-7 1957 0.29 0.07 0.37
7-8 53 0.01 0.10 0.11
j1*1EB FORCE CSI WEB FORCE CSI
4-8 43 0.45 2-6 -415 0.08
BB2 -789 0.23 2-7 -163 0.17
1-5 -739 0.18 3-7 -433 0.09
1-6 1942 0.67 4-7 1848 0.64
T
3.°.OT
T21
7-27-28
7-2-8
0 25
6-96-914
14-0-5
7-3-11
21-4-0
MAX DEFLECTION (span) :
L/999 IN MEM 6-7 (LIVE)
L= -0.15" D= -0.13" T= -0
===== Joint Locations =====
1 0- 0- 0 5 0- 0- 0
2 7- 2- 8 6 7- 2- 8
3 14- 0- 5 7 14- 0- 5
4 21- 0- 8 8 21- 0- 8
2-4
21.4-0
6 7
7-2-8 6-9-14
7-2-8 14-0-5
8
7-37-311
21-4-0
PZ&114
OCT 2003
10/28/2003
All.plates are 20 gauge Truswal Connectors unless preceded by."MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7/32" = 1'
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job: EJ.
WO: J2886
®
This design is for w individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chk' SB
and done in accordance with the current versions of TPI and AFPA design standards. 'No responsibility is assumed for dimensional accuracy. Dimensions
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
DSgnr: SB
T R U S S W O R KS
A Company You Can Truss!
75-110 St. Charles pl. ste-11A
PalmDesert CA. 92211
Desert,
Phone (760) 341-2232
Fax # (760) 341-2293
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software',
'ANSI/TPI I','WTCA I' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL
PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive,
Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036.
TC Live 20.00 psf
TC Dead 10.00 psf
BC Live 0.00 psf
p
BC Dead 7.00 psf
TOTAL 37.00 psf
DurFacs L=1.25 P=1.25
Rep Mbr Bnd 1.15
O.C.Spacing z - o - o
Design Spec UBC -97
Seqn T6.4.5 - 8649
Jots Name: STD SANTA FE Truss ID: A10 Qty: 1 Drwa:
TC 2x4 SPF 1650F -1.5E
BC 2x4 SPP 1650F -1.5E
BEG ELK 2x4 HF STUD
GBL BLK 2x4 HF STUD
End verticals designed for axial loads only
Extensions above or below the truss profile
(if any) require additional consideration
(by others) for horiz. loads on the bldg.
T
30 -OT
12°
Plating spec : ANSI/TPI - 1995
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
PLATE VALUES PER ICBO RESEARCH REPORT #1607.
Drainage must be provided to avoid ponding.
Top chord supports 24.0 " of uniform load
at 20 psf live load and 10 psf dead load.
Additional design considerations may be
required if sheathing is attached.
I+) indicates the requirement for lateral
bracing (designed by others) perpendicular
to the plane of the member at 63"intervals.
Bracing is a result of wind load applied
to member.(Combination axial plus bending).
This truss requires adequate sheathing, as
designed by others, applied to the truss
face providing lateral support for webs in
the truss plane and creating shear wall
action to resist diaphragm loads.
Diagonals may be omitted if adequate bracing
designed by others, is provided to prevent
racking of the truss under lateral loads.
Truss without diagonal web members or
adequate sheathing applied to the truss
face is designed to support only vertical
load as noted.
1-4.0 i 2-8.0
8.0 8 i 2-8-0 2-05 1-11-1/ 2.8-0 2-8.0 i
1-4.0 4.0-0 6.8.0 9-4.0 12-0.0 14-0-5 16-0.0 18-8-0 11-4.0
4 5 6 7 8 9 10 /1 12 /3 14 15 16 178
0E --
5=3-4
2-4
19 20 21 22 23 1425 26 27 18 29 30 31 32 33 34 336
1-4.0 2-8.0 2-8.0 2.8.0 2-8-0 1-8-0 1-8-0 _( 2.8.0
1.4-0 4.0.0 64-0 9-4.0 12-0.0 14-8-0 17-4.0 20-0-0
This truss is designed using the
UBC -97 Code.
Bldg Enclosed = Yes
Truss Location = End Zone
Hurricane/Ocean Line = No , Exp Category = C
Bldg Length = 40.00 ft, Bldg Width = 20.00 ft
Mean roof height = 16.16 ft, mph = 80
UBC Special Occupancy, Dead Load = 17.0 psf
P-7-5
2-0-0 78 SHIP
1
2-4 TIE
===== Joint Locations =====
1 0- 0- 0 19 0- 0- 0
2 1- 4- 0 20 1- 4- 0
3 2- 8- 0 21 2- 8- 0
4 4- 0- 0 22 4- 0- 0
5 5- 4- 0 23 5- 4- 0
6 6- 8- 0 24 6- 8- 0
7 8- 0- 0 25 7- 0- 3
8 9- 4- 0 26 8- 0- 0
9 10- 8- 0 27 9- 4- 0
10 12- 0- 0 28 10- 8- 0
11 13- 4- 0 29 12- 0- 0
12 14- 0- 5 30 13- 4- 0
13 14- 8- 0 31 14- 8- 0
14 16- 0- 0 32 16- 0- 0
15 17- 4- 0 33 17- 4- 0
16 18- 8- 0 34 18- 8- 0
17 20- 0- 0 35 20- 0- 0
18 21- 0=8- 36 21- 0- 8
.mA v
;-
pCT -Mww
OF
TYPICAL PLATE: 1.5.3 10/28/2003
OVER CONTINUOUS SUPPORT
All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7/32" = 1'
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job: EJ.
WO: J2886
®
This design is for an individual building component not Huss system. It has been based on specifications provided by the component manufacturer
Chk' SB
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
TR U S S W O R KS
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
DS nr' SB
9 -
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
TC Live 20.00 psf
DurFacs L=1.25 P=1.25
A Company You Can Truss!
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
TC Dead 10.00 psf
Rep Mbr Bnd 1.15
75-110 St. Charles pi. ste-11 A
environment that will cause the moisture content of the wood to exceed 19/ and/or cause connector plate corrosion. Fabricate, handle, install
'Joint
BC Live 0.00 psf
O.C.Spacing 2- 0- 0
Palm Desert, CA. 92211
and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software',
'ANSIrrPI
Phone (760) 341-2232
1.,'WTCA 1' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL
PLATE
BC Dead 7.00 psf
Design Spec UBC -97
CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive,
Fax # (760) 341-2293
Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036.
TOTAL 37.00 psf
Seqn T6.4.5 - 8650
NATIONAL INSPECTION ASSOCIATION, INC.
W- NIA -E Quallq, Systems -Management, Inc.
National Testing, Inc. Origination Date; 0
Revisiol?
IYun Listed Pibi-icatoi`s Audit
0 1) r)
..... ..... ... . ........... .
Audit r),-j[e/,A..rrive/Dcnarf:
- M.J
Fabricator's Name: —7'—kUSS( i)(nA2i<5 Location: :Z g2erlla
Does the Fabricator have a current Agreement with the Agency for Audit? ................................. Yes e:::No No
is the Qu:-Rv Svsen-1 M;:-,nu; ,!, "n -SM" :in to da"
0 & AC -1.1 . eG
.......... ........... ................
.
Has the QSM been reviewed within a twelve month period? ....................................................... Yes No_
Are materials used in Production per National Standards & Engineers Specifications? .............. Yes.rl No
Is an acceptable In-HOUse QUEllity Control System according to National Standards in place?.. Yes N
Are Control boing per National Standards? ................. Yes
flil'' TI.M., !..; "; - (I U., ;
Is there a System in place to deal with Non-Conforming[Aiaterials? ............................................ Yes No
Are written O.C. Inspection Reports and Agency Audits kept for at least two years? .................. Yes No
Have any Corrective Action Requests, "CAR",
been issued during this Audit?.., ......................... Yes No
Lumber Grade
617F
Plate Size
1cc ES 6Z
Plate to Wood Tolerance is within 1/32"
Libel Legibility - Labols on Sitc, - Stamps !.al)els
.. 0
-C F
Any Test Performed or Witnessed
Per AC -98
IF: Thnrr! Pi-ndiint Trnntp.hilitv
Per
Any Shut Downs or Disruptions In Production
Per AC -98
Any Samples Taken
Per AC -98
Any Test I Measuring Equipment That Requires Calibration
Per AC -98
---a r t
F Fa r (4tor O.C. Supervisor
Auditor for National Inspectiori'Association
1,0. Rni-3/fM M71) 68-5-6.331 6
Ls I; tct I c-, L;;;'1"6 u— L;
Page One of Two
A
DATE
HIP FP.A-MING DETAIL 1/21/9 8
1. 2x4 POST ATTACHED '0 EACH TR, SS PANEL P0114T AND OVLtQJIE'AD
PURL !N.
2. 2x4 NI IIF OR N2 DF PUP-L(NS 4' - 0 •' O.0 I'
J. 2x4 NI IiF OR N2 DF CONTINUOUS STIFFENER A17ACHED TO POST,
4. HIP TRUSS NI SETBACI: FROM END WALL AS NOTED ON TRUSTS DESIGN.
5. EXTr.N,)ED END JAC:C TOP CH%P.0 (YYPI(-,I.)
6. COMMON TRUSS.
7. HIP CORNER RAFTER.
tj8. Ix1CONTINUOUS ' ATERAL Bli; ,CING.
9. EXTENDED BOTTOM CHORD.
LATERAL STABILITY OF ROOF
SYSTEM IS PER DUILDI?s: DESIGN'_
SETDACK AS NQTED
ON TRUSS DES!( -,.N
SECTION A
_ _II II JI I
_n a
I cj x
GA ,ALU
.
U U IAO.
o E
HIP TRUSS cS 24" 0 C. (TYP(C 1,L) S
SE TICjN B ,
WAANi:JG Read at/ notaa on this d.l :Of and give a copy of 11 to the Erecting Contractor.
Tbo uuln,• ¢ IW an mdn o" u.:jma ,nppn.ry, f, itis pQ.n Orilla on speohc;' Ins Dr0•4ea Uv In. Component minulaay.r an0 oo,. in
10ccoor '•ur l•.a Oy n. WOt-
rna nuOIOTPI raMnd AFPA :::1.O;•W2innd adirly. No raponp:r.:,-:I sa .Asau.i nn,rry.Jd ly Ouwn l—, un0y.1ual —C.—c7 Ofnlle
TJIZLTST
LLL1ins
Cmpo—,w-,u,,Ju—v".r,aor IO 1—, tyion rl,. u,.Iu.na J.%", nIn,, an. a_.o
.....y. mY.l W ..lna 1711'. uul kjd.nd Cu
tm Mata In. tA- Cnord N NHra'/ iC_, of uI1-v "r too
CrprJ11 W.rYry Orstp 0/
pIW Br, yp
®
SY fllOwr, a it:r I.I.ril IUD00r1 01 CG'1 pOn Mla merM.rs C,•y l0 r.JuU out.und I.nplll . •.r C4mpon.nl .na11 na W plat W n N7 .n.rann.n Yy, ® -_ ,QT S will {;yv:o ::1. mp.lYr. COnI°nl pl in, .,C .,C.d 19, :nal., u... canrrCla Toll:, i0fr0!-0n F.U,, ., laanol., nllr ✓10 W." Lt. U,, I n
117USWA1 SYSTEMS COOPMAIION °Jcuraula .r,ln ale IWlo..nq pant LOC 'TAVSCOu MANUAL' ay Lp.,.u, OUAtr[r CON [AOL S VwUAAO FOP METAL PLATE CONNECTED
WOOD IA,SSES' - (OSI -068). INSTALUNf7 At IO BRACING METAL PIA;F CONNECTEO WOOD TRUSSES'- (Nib-il, ana'NIn.91
SUMMARY ;MEET' 0Y TPI. Tn. T-, ?W. Inquul. (7.:, ¢ lo -111.4 11 $430Om.lo C.n . M.a,a On; Waconan m
53719. Th. A.0p W
nn Fde
PaTo.rA-1A-1-~(AFPA( 4 lo,- a al 1250 Connw•cu. A... NW, SI. 20). Wainlml; n, UC 2
00]6.
il
SUPPOkI REQUIRED -E -- -� — �
rTOP CHG�'�S OF END. JACKS
-•-•--•-_- -
- •
x
EVERY 4'-V MAXIMUM. 48" MAX
WHERE. THEY CR.'" -SS SUPPOR"i•II\G MEMBERS.
BEVELED TOP
B r
PLATE UNDER
1. FOR REACTIONS OF 3001E C: i LESS THE TOP tHGRD MAYBE TOE -NAILED
JACK TOP
TO THE SUPPORTING MEMBER WITH (2)10d NA._S.
CHORD
A2.
I'
FOR REACTIONS GREATER THAN 300#, THE DETAILS BELOW MAY BE
FOR WEDGE. USE (2)
FACE OF BRACE
USED TO PROVIDE ADEQUAT=. BEARING SUPPORT.
WITH (2) 10d)
TYPICAL END JACK WITH
3. SiZE OF WEDGE, BRACE OR BEVEL CUT IS Dc:TERMINED BY THE
Q 6.O.C. INTO TOP
VARYING TOP CHORDI
RE^VIREO BEARING AREA (UR LFNG': H) AS SHOWN ON THE INDIVIDUAL
LENGTHS.
!'
TRUSS DESIGNS.
4. FOR EACH DETAIL BELOW "HE TOP CHORD t:A.Y BE TOE -NAILED TO THE
SUPPORTING MEMBER WITH ;2) 1 O NAILS.
5. UPLIFT REACT IONS, IF THE " EXIST, MAY REQUIRE ADDITIONAL
CONNECTION CONSIDERATIJN,S IF THEY EXCEED THE VALUE OF THE TOE-
NAIL CONNCCTION.
6. OTHER OPTIONS MAY BE USED AT THE DISCit TION OF THE BUILDING
HIP GIRDER (ONE OR MORE PLY). HIP TRUSSES
DESIGNER.
7. REFER TO OTHER DETAILS "OR SPECIFICAT::.)NS RELATING TO A HIP
S':`LTEM THAT ARE NOT SHOWN HERE,
DETAIL OP, -IONS
0
,
(,1311
WEDGE OR
BEVELED TOP
LATERAL
PLATE UNDER
JACK TOP
CHORD
EXTENSIONS.
FOR WEDGE. USE (2)
FACE OF BRACE
10d TOE -NAILS EA. FOR
WITH (2) 10d)
TOP PLATE, NAIL W/10d
Q 6.O.C. INTO TOP
CHORD OF HIP GIRDER.
CONNECTION OF
LATERAL BRACE IS
BASED ON BRACE
FORCES DETERMINED
BY THE BUILDING
DESIGNER.
NOTE: BEVELED LEDGER MAY BE USED INSTEAD OF DETAILS SHOWN ABOVE. LEDGER MAY BE ATTACHED
TO EITHER FACE OF TRUSS WITH 10d NAILS. SPACING OF NAILS IS DEPENDENT ON LOADING CONDITIONS r
AND SHOULD BE DETERMINED BY BUILDING DESIGNER.
SHOWN ONLY. IT IS NOT INTENDED TO REPLACE OR SUPERCEGE ANY SIMILAR
• DETAIL THAT MAY HAVE BEEN PROVIDED BY THE BUILDING DESIGNER. IT ,3
THE RESPONSIBILITY OF OTHERS TO VERIFY THE'ADEQUACY Or THIS DETAIL
IN RELATION TO ANY SPECIFIC PROJECT, AS TO ITS APPLICATION AND INTENT
�= APPLIED TO THIS OR ANY SIMILAR ISSUE. TRUSWAL SYSTEMS ASSUMES NO
wsy a RESPONSIBILITY FOR FIELD INSPECTION OR WORKMANSHIP QUALITY.
0
taA*94
i
Q
w =>>9g�
(,1311
END OF
LATERAL
BFL4C=.
(&%DCF M?7'
OVERLAP WITH
TRUSS CHORD - I
NAIL CHORD TO
FACE OF BRACE
p
C
WITH (2) 10d)
n
NOTE: BEVELED LEDGER MAY BE USED INSTEAD OF DETAILS SHOWN ABOVE. LEDGER MAY BE ATTACHED
TO EITHER FACE OF TRUSS WITH 10d NAILS. SPACING OF NAILS IS DEPENDENT ON LOADING CONDITIONS r
AND SHOULD BE DETERMINED BY BUILDING DESIGNER.
SHOWN ONLY. IT IS NOT INTENDED TO REPLACE OR SUPERCEGE ANY SIMILAR
• DETAIL THAT MAY HAVE BEEN PROVIDED BY THE BUILDING DESIGNER. IT ,3
THE RESPONSIBILITY OF OTHERS TO VERIFY THE'ADEQUACY Or THIS DETAIL
IN RELATION TO ANY SPECIFIC PROJECT, AS TO ITS APPLICATION AND INTENT
�= APPLIED TO THIS OR ANY SIMILAR ISSUE. TRUSWAL SYSTEMS ASSUMES NO
wsy a RESPONSIBILITY FOR FIELD INSPECTION OR WORKMANSHIP QUALITY.
0
taA*94
i
Q
w =>>9g�
(,1311
BEVEL CUT ON TOP
CHORD OF TRUSS
Cm "SECC'N_+Ai ;Y"
TOP CHORD
MEMBER. NOTE
THAT HEIGHT OF
TRUSS MUST ALLOW
FOR THIS.
DATE: 8/2:199
I REF: HJ -1
DES: L M.
PRESSURE BLOCKING DETAIL FOR END .ACK BO --TOM CHOP -D
UP TO 10'-0" AT HIP NO. l WITH CEILING= WAD OF 5 PSF
PRESSURE BLOCK
3-10d WITH 4-16d NAILS 3-10d
3-10d PRESSURE BLOCK
WITH 4-16d NAILS 1 '-10d
r
C BOTTOM CHORD OF
2'-0" O.C. TYPICAL HIP NO. I TRUSS
NOTE: ATTACH 2X4 DOUG FIR PRESSURE BLOCK TO BOTTOM
CHORD OF HIP NO. I WITH 4-16.d NAILS. BOTTOM
CHORDS OF END JOINTS ARE ATTACHED WITH 3-10,
NAILS AT EACH END OF THE PRESSURE BLOCK.
HIP NO. I TRUSS
SIDE VIEW
END JACK
1 PRESSURE BLOCK
3-10d
PLATE
COOE
SPACING
OAtE
- •
II IS 1„E-E;s'o'rS l Blllt. Or OngQS 10 1SCE QI`iw n"! 1K LO'0S U1; i'C000-8,1- 15 Of SIG'r •,tCl 0° C'CC CO I"I
TW20
UBC
NA
5/1S/97
clu'L ui..p 0'us Iw°osto 0, I,r SlnlClunf. O 1.'E Lf%E L0'os i••:•osELZ LOc'l Bu1101"G coo( 0.
vE°Irr
b"
®®
u1s10'11c+L Ci IwI IC nECOQC•S. r,o nE Srp"5 151r_ I I, IS 'SSU"EO 10n 01"E n510"'L 'CCIP'Cr 'll
Ulwf.";10'rs nnlnn 10 r'BQ IC ai IO:r C ,n IEUG'1 PLIES S"Ow" rQE MI-S..L 16. IE. OQ 70 G'Gi IS S°ECIr1E0
40U
r'noiC'r inn •n'LL c0 rAI vllk r.q 'l tl-' COnI QoI w"'U'l' Or 1.4 '°uSS °l"C I"S'InrlE ;'rll nq l..(
I nUSw a, InUSfpw vu •nC 10 OC E01/'l1 01', 10f0 . . or
N'l 4L P+' -TLS "01 SrEC Ir IC'Llr OCSIGr"IEC
51'r f,l.l Carr'up p.11r l/l"n' 9n'C "C C•✓i 0' 1"OI'10U'L IQuSS 'i BEnS Is .,p 11.0 0•' n'IS 0^'•IrrG
ITIS Ill SP41 'lU"i5 h'f IO" - nen 10 P( CO.r1 isv0U51• Bn'(!0 Br 5.y .1.•rnG vM1I M1S nn4°vI s! <•r'EU ..qm
Fi ."O
"n nI':urci;; ir'G IS .rr'I Iiu no'icn r to i, noi10. CnonO II z Bndclu r1 I'm n•, .t ; •.u' l,(r101•'r.
III' b' "!u• 0"i lal(IInG In'rS 7l; and C'U110•,.'U IO SrE• nn0't SS 10'i4 10 -ICI nCG'n0I•'G rE-rq"rn, rnIC110•r
'9n.0
(J p*
J1 71 L1 L7
IP'u:ln•; . .I! : IS 'lwn5 QC 4':Int,O Ip mli vt .•r :pool luG ."p 'Oo-1"91nc' Qlrin ,p l•.r, .pn7 ,°uiI
enp°riQ r n:u rotula'.
,,.1„';n;
CA
I
TRUSN/AI SYSTEMS 1
LI' ' nrcu wq,ru,rlp,; Holl .,tar <o•nu;lp., ., I,Icr C rci°.u.c
Br.nlr,r LO '110"S IE,F.S -0 1••E c•r,:05 p• "'L .-wss o °nE•I,•,---O-EQ
i” !,Ln,
i;r,i,l
UxW
.
,i;r•, 'I
ll : IuvS'r 5"'LL '•OI 5f. no b ! • r !"'.Inpn..E,r1 . ,Il'. c'VSt o,-015'6(S'CC'. 'f°•'I 0'E
'910U IU l'Cil {S Int urn: Un V.,cc (pr.rCClOn c•.: COQ°0510•' C"'BEH .,.E" r.EC(S;'
AE IBIU" Or IR/S-L
✓UCIIC IOUs " IcI 10" 0, it?<P I ENcI 'wU '•LQLIOIIE IS OU I SIOf ". SCD°E Or SnO"S
Job Name: STANDARD HIP RAID ITR 8' SETBACK Truss ID: RAF -4 Qty: I Drwg:
BM X -LAC REACT SIZE REa1D TOP CHORD 2x4 FL d/1 & Btr,
1 0- 2- 8 6Z3 4.95" 1.5011
2 11- 2-11 761 1.50" 1.50"
SLIDER 2x4 FL d/1 & Btr.
PLATING EASED CN GREEN.L.LhBER VALUES
Plat
in
gq ssppee ANSI/TF-- 1995
THIS DESIl3v-,-S THE CCMFv ZTE RESULT OF
MULTIPLE LOAD CASES.
PLATE VALUES PER ICBG RESEARCH REPORT n1607.
Permanent bracing is r-}--tred (by others) to
prevent rotaticn/toFc See HIB -91 axi
ANSI/TPI 1-1995; 10:3.4.5 and 10.3.4.6.
UPLIFT REACTICt--,)
support 1 -1 tJ
s4 potrt 2 1 G97(
This truss is &:sig -Rd using the
l gg@-147 Code.
Btdg•Encl = Yes, End Zone = No
Hurncate Ocean Line = No , EU Categc = C
el L h=?.0✓ft Bldg idth=.00ft,
M too hei¢h: = 18.32ft, MPH = 70
Classification - 4, Dead lead = 12.0 psf
IAAD :;iSE p1 DESIGN LOADS
Dir L.PL- L. Loc R.PLf R.Loc LL/TL
TC Vert .0 0-0- 0 142.3 9--10-13 .53
TC Vert 30.0 1-10-13. 30.0 11- 5-12 .53
II -1-12
i
1 2
2.83
6-41
3.5-4
2-11-5
3 Co—
ARCy/T
I0-3-12 G F
1 1/2" G.•`:P MAX / C 0 A9 A
LU
L) NO Gj19g 5 Q
00
2-9-15 1 p13,IpA
1t-37 —.., Xp• SE QZ
3 4
tI-1-12 TF OF CP F
' 5/99 .
Truswal Systems Plates are 20 ga. unless shown by "18''(18 ga.) or Scale: 5/16" = 1'
"H"(16 a.), positioned per Joint Report. Circled plates and false l
frame fates are positioned as shown above.
®
WAIZNING Read all notes on this sheet and ,give a copy of it to the Greeting Contramr, TBF: 29.' WO: LLM10
This design is for an individual building component. It has been based on specificatigns provided by the componc ;t manufacturer anal conn_ in Chk : Customer Name:
jyJ }/ ®T accordance with the current versions of TPI and AFPA design, smadaids. No responsibility is assumed for dire—ional accuracy. Diemasans are w lc C _
TRUE T L iJ verified by the component manufacturer and/or building designer prior to fabrication. The bu'.iding designer rF: ascertain that the loads udlixed on Dsgnr : Y L. 5
Ihis design meet or exceed the loading imposed by the loca! building code. n is assumed that *c tap chord is tatn.ally brar:ed by the roof or floor TC Live '16.0 psf DurFacs L=1 .25 P=1.25
SYSTEMS
shmthing and the bottom chord is laterally braced by a rigid sheathing material directly arched, unless other' i+- noted. Bracing shown u fur lateral
support of components members only to reduce buckling length. This component shall not be placed in any crrr.:onrnent tut will carie moisture TC Dead 114.0 psf Rep Mbr Bnd 1.0C!
eonlent,of the woad exceed 19% and/or cause connector plate corrosion. Fabricate, handle, in tall and brace dna truss in accord,..-. with the follovr,•,g BC Live .0 psf 0. C . Spas i ng 2— 0— 0
s 45 Nonhpuk Dr., Coto Spriegs, CO 80907 standards:TRUSCOM MANUAL', by Trusval, 'QUALITY CONTROL STANDARD FOR METAL PLATE CONNECTED ''WOOD TRUSSES'-
(QST -88), 'IIANDLINO INSTALLING AND BRACING ww, PI.ATE CONNECTED WOOD TRUSSES' - (111B-91) and 'ilio -Sl SL!MMAR'.' BC Dead 10.0 psf Design Spec UBC -97
SIIIIET' by TPI. 'rhe Truss Plate Institute (TPI) is Incatcd at 553 D'Ornfrio Drive, Madison, Wisconsin 5:7,19. The American fore' and Paper —'De'f ( Ratio: L/240 TC: L/180
Tp5.0 Version 09.30.98 A.sociation (AFPA) u lasted at 1250 Connecticut Ave, NW, Sue 2W. WaAsington, DC 700.6. TOTAL 40.0 psf
a
NOTE: Vent Uloeks may be omitted
where no vent is required,
U• l, T -J4
Y
u ,
t o
j > >
0
I
D-7/, T-]1
Varlet
to suit vent orfoutlooker
Cutout for 2x1 laid flat
(Spacing per building lans)
1 _
r•!
"GFF STUD"CUTOUTS
Cutout for 2xi laid flat
;\Itcrn&tr. Stud Connecticn v ith Staple,_..
\- fYp. Stud
\CoMccCion
B - ligu x 4'
I" Cr O'a'.l I 1
I l/i"Icng
lxl Add-on l
with Bdnaits at 16" c.
(by builder)
"ON STUD"CUTOUTS
DETAILS FOR 2 x 4 OUTLOOKERS
2-:::d nails
12
-- I vxrIts
DESIGN .:Oil TYPICAL CAULS EP1D TRUSS
IGAIIL'' END TRUSS
i
D -l4, T-]4
2-t&d nail
TRUSS i `' IW A. j►
16d nai. r Qv yG'
Trucs .:
w i X1991
Ftl 0 F C
Platt LI
GALE END nRACIW"
TRUEWAL
R0r\lEL
ANAIi E!
JETFi01'
rwc..ata...tcionat,t,y...,r-....-.-i»...at.t..l t -.,.'....,..-..._ ..._.,....... ..w..>,:
~..tr,,t ... . .,. , .
w .i.«.+`.n-- t:...a, n o t... ...,.t ...` r.._.n ... I
_ ,~^ awooa.r r,a,Tb,t ..... _ ..tt .., ..•
- t,r».+..u:r_,....e. .. .o... ._.-..-. .
.... -.< . ... .
e-n..x.it ivrun. e
4 .>0.`,, , _. ... ,.
F.Ut Ho. Cable End Truas
Date' 12 i/'Z
Rcf Dc a.Dy:JN Ck,Dy! ;>
PEAK PLATE: 3-4 (2x4)
5-5 (24)
6-6 (2x11(
MAXIMUM 1'-0" EAVE WITH
BLOCKS ti) 32"o.c. OR 2•-O^ E^ VF. /
,..',>; ;V;, ,;. WITH rl,c: ri! z o,, b ,'
BRACE SPACING OUTLGOi(ERS CUT IN'r0 (3ABLE @
32"o.c. 1
20 #2MINIMUM CONTINUOUS
STRONGHACIC GRACED TO ROOF
STRUCTUIIE AT 6'-0" MAXIIu'!M.
STRONG'BACK AT; 2x4 STRONGBACK BRACED
4'-10" CLEASPAN. 71, MPH AT EVERY 6'-O' ,MAXIMUM
1.5-3, TYPICAL \ -1.5',.LEARSPA1N, a0 MPH
CONNECTION
ty, 1•4..NIMUM GRAD: CHO^OS 9tll"
S -UDS 2x4 E UDISTANDARD
MAXIMUM 24"O
5'rUDS'iu 8E MAXIMUM 24^o.c.
BC SPLICE; 3-4 (2x4)
5-5 CONTINUOUS BEARING WALL
(2x61
6-6 I x81 A
MAXIMUM 40 PSF LIVE LOAD. `
BO MPI) :'/IND EXPOSURE C.
LESS THAN 20'-0" WALT_ HEIGHT.
BRACING DETAII.S
HEEL PLATE: 3-4 (2x4)
5.5 12x61
I 6-6 12X81
-2x4 BRACE'
II
'i
II
I
WALL BRACING PER BUILDING
DESIGNER.
2x4 CONTINUOUS HACKING
WITH 16d NAILS AT 24' o.c.
TO THE WALL PLATE.
SECTION A
GABLE END FRAMING CONNECTION DETAILS (PAIN. NAIL i?i.r1UIREMENTS SHOWN)
2.x4 SOLID BLOCK V/ITH 3-16d I "OLS II 8d AT 5' GAELE STU t p At? .
o.c. / y
SHEATHING TO GABLE EA. END AND Bd NAILS FROM Si-;:ATHING
TRUSS, 8d AT S' o.r,. II 'Tt :iL: - it
1-16d C 1991
— — 1
o.
1 Y,' NOTCH @ 32' o.c. 1 I SOLID ELOCK EXR A E
l I WITH 2-15d TOE- ("
11JP
2x4 BFlACc
I Gd NAILEC E.A. END ,T \ 2.1 d q,'
_7 OF,
WITH 4-1E:; NAILS ' f
PLArE CODE SPACMIG
DATE
-
r
MODEL 2 UBC CONTINUOUS
GABLE D E T A I L S
2/11/99 ,, p
hi►
:ate, K,ea
`
J i Jl LIDS
1111 TiVAI. S/SIF.J'AS COPPORA110P:
CO
CO
WAPNING Read all rotes on this sreet and give a cop. of it to the Erecting Contractor.
This tesi,.,+ is for an individual omianC component. a eas been based on soeol:r.dans orovaed by me component manufacturer and cane m
acu.r,.)a:; a wnh me current ver s,Cn, of TPI and AF -A es;gn slanderos. No resoe :,omr! is assumed inr disignit, accuracy Ounenvo,+s are
to I+e : e•+ sa oy Int component nanulaewrer ane,o, ,ddmg Ues,gner prior to fro' :auon Tna building devgner sn, e aseenam Inas Ina loads
ul 1, ."i c„ 1103 design meet or ercued Ne loading ur. ,-;ed by the local budding cCr;:. 11,s assumed That the loo chord is laterally graced by the
vjrif nr l i•;l sheathing and ilia :• Jt: m chord Is laterP.";• ''(aced by a rigid shealbir r material directly attached. unless C:nt-ise noted. araGng
shc :,'. r %.r laleral suppnn of components member; C^ry to reduce buckling length Thi: component shaft not be place[ m any environment mai
w l faun: ilia moisture Crinlenl l lie wood exceed tS^; and/or cause co,+neclor ct, tri ccrros,on. Fabricate. handle. mslae and brace this u.:ss in
nCcn•,! ,Ca wnh the Iullow,ng slandar0s: 'TRU9C0!•s : cNUAI' Uy Tnrswal,'OU<(, "!CONTROL STANDARD FOR METAL PLATE CONNE :TEG
Yr(1t.,1) UAISSES' . tOSP.66I.'HlNOUNG INSTALU::G AND ertACING METAL P' -.=i E CONNECTED W000 TRUSSES - (MIB -91) anU '1,13.91and SUC:'An7 SHEET- by TCI The (tvss Plate Institute !-% ) is Io,ateo at 583 O'Onolno C -e. Mao.son. Wisconsin 531 is. The Amer,Cart Fort -
and
1+"tr•:r Aw C,almn (AFPA) ,s Ionated a+ 1250 Conneac,;t Ave. NW. SIB 200. WASn, TO". )C ''0036.
4050
(2) 16d TOENAIL
CONT. 2;;
SUPPORT TRU"-,S
72" O.C. TYP.
1630
P 3 2 6 0 (5-5)
1630 (1,5`3)
Q5
ni
nl
1630 1630
PE72 0F 6N.
• REQUIRES 2X4 BRACE WHEN
VERTICAL EXCEEDS 5'-0" 2
BRACES AT 10'-0" ETC.
r,GGYBACK DE TA
PIGGYBACK
ra
3 .1/2"Xd"X1/2" PLYWOD GUSSET
AT EACH A=ND OF TRUSS kAND
a'-0" O.C. AOR SPANS AND
LARGER) FTACH WITH (=) 1.5"
LONG 8d Pr AILS. USE 2X4 AS AN
ALTERNATE WITH (4) 16.d EACH END.
I I 1630
1630 SP 3260 1.5x3 (rIP.) - — — GRAN/Tc
2X4 CONTINUOUS SUPPORT BRACING.
ATTACH TO THE TOP SIDE OF TOP CHORD OF ut
TRUSS SUPPORTING PIGGYBACKS WITH (2) 1 O Cc NAo.
NAILS
/, _
sTaTF - , -x
SH011LDER DETAIL
1
LATERAL LOADS IN LINE WITH THE
CHORDS HAVE NOT BEEN CONSIDERED.
THESE I.OAnS AND THEIR REQUIRED
CONNECTIONS ARE THE RESPONSIBILITY
OF THE BUILDING DESIGNER.
- ,41_r,I,,. ../.
12
ANY PITCH
MAJQMUM WIND SPEED IS 85 MPH.
Y
2.-1 6d NAILS TOEN?TILED
2x4 BRACE 1
REFER TO THE APPROPRIATE.
TRUSWAL DESIGNS FOR THF
REQUIRED WEB CONFIGURATION \
FOR BOTH THE CAP TRUSS .ND
THE SUPPORTING BOTTOM TRUSS.
/ 2x4 CONTINUOUS LATERAL "-
BRACING APPLIED AT 24"o.c.'ft
ATTACH EACH BRACE TO T4E
00170M "i IkU, S'01 1-H 2 -1 Ud
NAILS AT EACH INTERSECTION.
TOE -NAIL THE CAP TRUSS TO
THE BRACE WITH 1-16d NAIL
FROM EACH SIDE AT EACH
INTERSECTION.
' - O2 pew -2- OC s v\1
CODE SPACING DATE
UBC 24"o,c. 4-30-98 ht
CAP CONNEC"';C!" `17: 01 ! ®e&,WA7T4SY57 MS
IRUSWAL SYSI,NiS CORKAA40N
CO
SECTION :
BOTTOM TRUSS
CHORD/WEB SIZE IRE'
PER. THE APPROPRIATE
n.•RU€'.','AL DEF;GN.
CAP TRUSS
2-1 Od NAILS
I,"-
a r
WARNING Read all notes on this sreet and give a copy or it to the Erecting Contractor.
This •,es:qA Is for an Individual :,wairg component. '• :.3s been based on speolici,,ons prov,Ced by the component manufacturer and done to
aeec:oar,e with the current versu;ns o: TPI and AFPA .t•.:gn standards. No respone af',N ,s assumed to dimensional accuracy. Ounensro, s are
Ib b, rc6l:ed by the mer.t Comod'narhi- cturer avow ,:ding des,pner poor, to lao t-iibn rho building designer shalt ascertain that Ine :oads
utilized ar Inis design meet or e.aed the loading ir:q+,:;;ed by the local building Co.,-, it a assumed That The top chow :s laterally braced oy the
(001 or ticcr smoothing and the Corbin Chord is latora", traced by a rigid sneathir.; malu,al htoC(I, attached, unless otnervmse noterf e,,lcing
Show.'- ,: 1^r lateral support of Ccrr.ppno Ms member: cnry to red -ice buckling long'" Tris component shall no be olacrl,n any onvitonmenl that
will Gu..^:o :rte moisture content ct Tho wood exceeb 1:'4 and/or cause Conn,cln, 01a a co',of,rin Fab,iCale. handle. ,ns;all and brace Ih,s I.:sS ,n
acco: Qan ) wan Ina lollow:nq ster:cares: 'rnUSCCad ANUAL' b , ny Pusv 9U.,'4 CUNTROL STA:TOARO FOP 'A, TAL PLATE C01vNEC NEO
WOOD i;-,USSES' - (OST -88). 'iikNz LiNc INstALUII;i ANO BRACING METAL PL-iE •-ONNECTED WOOD TRUSSES • (HIB -91) and 'hla.yl
SUNhMARY SHEET' by TPI. The T,uss Plate Institute j-1; Is IOea1Pd at 583 O'Onolno l-rr+e. AIR015on. Wisconsin 53;19 rhe Amenean Foes: and
Paper Assc-,ation (AFPA) Is localeo at 1250 Connecf,,u1 Ave. NW. Ste 200. wasmn;'dn. JC 20006:".
r -o -F
/t4 0S- Ek) D 5 OF GA -P
AA+X A-12- = 36S PL -F- 602sZ-. 02
730 p4Q- (J --F (JD, -T 2-4"O-C-
LS 7A 2,1
Eli 7 D cvi
SP i T17 .
:Sor,-
T?+ZT-/J6-j
Z -q- ) I C), C-
A -r--r- n i, n 0 a/- d--
-'-. 63,-IV'So.1j
STP-om T:rL-
A34
TOP A-,,)-6 Go-I-ToMe ! f-1
or- Teo -ss, EEALH
REG
C c) CHAz
0
0
di
TRUSWAL SYSTEMS CORPORATION
4445 NORTHPARK DRIVE, SUITE 200
COLORADO SPRINGS, COLORADO 80907
(800) 322.4045 (719) 598.5660
FAX (719) 598-8463
DETAILS FOR CONVENTIONALLY
FRAMED VALLEY SETS
PLAN VIEW A
DETAIL A
CENTER R:rJ CiE
r.AFTEF
I I
VAI-L_Y RAFTER
/ (Ty? )
f Uc N.AIL$ I I
(TY?) 2 X 4 BLOCK
4 - 16d
Opposite and to I"e truss the same.
ELEVATION VIEW
Nolea:
'fh, b: o.:ki:;g rn,! b: ;Pacud 24- O.C.not be adelqualel) braced
in the lot.r�I direction
The maximum Tctal Top Chord Load = 48 PSF
Attach this b:ocking to the purlin with 2--6d.
The trues es belcnv Iho vallay are spaced 24' O.0
I
each overlapping truss lop chord
—Ih 2-16d nails. If :hey are nor one continuous length.
add a 12- long
nailer to the face o: ;he buss lop chord with 4-15d End one
DETAIL S
TRUSSES @ 24" O.C. Minimum Top Chrtrd Dead Load = 7 PSF
1
I
1,1x8 pot L'IIHI H; ri:nner must be atla_hed In: nuyll tha
/ I
shealh,nv .- d ;n;c
each IrLCS belcm- -6d box nabs. 11:15 i 1 g 10110,•,s the oulsldu
rr7 o s fl
of the valley. oraiic
The design for Isla -I loads and their connections is
GIRDER DESIGNED TO SUPPORT the responsibility of the Building Designer. The details
THE "TIE-IN' TRUSSES provided address arevity and wind uplift loads only per the UBC. '
The Valley Rafters are spaced 24" O.C. Anach them to the CRR
1 5
wa.h
2-16d toe nails. Art;: ch the nppersite and to Iho t x Z "it) :3 -Ad
PLAN VIEW WITH 3 - 16d '
I
The maximum w: d speed is 85 MPH, 25 It Mean Roof
B Height (max.), Exp. C.
D
2 X1
1:X e
PERIM_T_.R
DETAIL O
_n j � �7
N 'D -b n
C7 -7
PU
5'
I
1 ;•
a LO
y cr rr
16d box nails are typi-al throughout, except as' noted ( in details ).
\/ALLEYLOCK
�a
The Center Ridge Rafler ( CRR ) is 2 x 6 stud. Attach Ihis to
the 1 x 8 with 4-164 toe nails ( 2 from each face ). Ana -ch the
C
PLAN VIEW A
DETAIL A
CENTER R:rJ CiE
r.AFTEF
I I
VAI-L_Y RAFTER
/ (Ty? )
f Uc N.AIL$ I I
(TY?) 2 X 4 BLOCK
4 - 16d
PLAN VIEW
Opposite and to I"e truss the same.
ELEVATION VIEW
The Valley Rafter, purlins, and blocking material are 2 x 4 stud.
'fh, b: o.:ki:;g rn,! b: ;Pacud 24- O.C.not be adelqualel) braced
in the lot.r�I direction
LI 6-0.0 O.C. Ahach Ihis blocking to the
Valley Rafter vvilh 3-16d.
Attach this b:ocking to the purlin with 2--6d.
The trues es belcnv Iho vallay are spaced 24' O.0
Th:; t:uriir.l: ;,, ;ter; rl,n.;ii; _njor 1110 v:lile,. su; and nwsl be installed al
24' O.C. They are :o be attached to
each overlapping truss lop chord
—Ih 2-16d nails. If :hey are nor one continuous length.
add a 12- long
nailer to the face o: ;he buss lop chord with 4-15d End one
DETAIL S
purlir, sectior.
on the buss and yegin the additional section on the nailer.
\/ALL EY RA TSR
1,1x8 pot L'IIHI H; ri:nner must be atla_hed In: nuyll tha
/ I
shealh,nv .- d ;n;c
each IrLCS belcm- -6d box nabs. 11:15 i 1 g 10110,•,s the oulsldu
rr7 o s fl
of the valley. oraiic
t
The Valley Rafters are spaced 24" O.C. Anach them to the CRR
1 5
wa.h
2-16d toe nails. Art;: ch the nppersite and to Iho t x Z "it) :3 -Ad
PLAN VIEW WITH 3 - 16d '
PLAN VIEW
* REG/
rr7 o s fl
o C.
T
DSRLIN
m -� n
2 X1
1:X e
PERIM_T_.R
DETAIL O
_n j � �7
N 'D -b n
C7 -7
PU
5'
RUNN_R
1 ;•
a LO
y cr rr
\/ALLEYLOCK
�a
X 4
RA= 1I ER
— 2-16C TOE S
NAILS U
TRUSS TO /
Tp
Cr
O
CHORD�
_SS
yN0
7A
OO
SHT RING
THING t:Ja
ELEVATION VIEW
El =VATION VIEW
Ll
TRUSWAL SYSTEMS
4445 NORTHPARK DRIVE, SUITE 200
COLORADO SPRINGS, CO 80907
(800) 322-4045 FAX:(719) 598-8463
8/3/00
To whom it may concern:
It is permissible to repair a False Frame* joint with the procedure outlined below,
provided that the following statements are true:
• Ceiling loading is 10 PSF or less.
• Trusses are spaced 24" o.c. or less.
• False Frame verticals are spaced 6-0" o.c. or less.
• No additional pont loads or uniform loads are p-esent on the false
frame that wouid cause the loads to exceed 10 PSF for any reason.
• The joint(s) to repair does not have a support bearing directly
underneath the joint.
• There is no daniage to the lumber at the joint, such as excessive
splits, cracks, etc.
• The joint fits tightly (within all. TPI tolerances).
• All lumber in the false frame is 2x4 or 2x3.
Repair as follows:
I. CuI'a '/2" lin i 11, Group ! plywood (or equivalent O.S.I .) gusse , A" ',./ide
by 8" long, or larger.
2. Apply gusset to the face of the truss at each joint with a missing plate. If one
face of truss has missing plate, then gusset is required or: only that face. If
both faces of the joint are unplated, then the guisset is required on each face.
3. Use (3) 8d nails into each member, from each face (see detail below).
n.
I Vplcal joint,
False frame refers only
To non-structural members
(zero design forces).
14
R E G/sl
H y CHARZ F.Q
4" Fs O
coq o
- p ' LP ^ n
LP
TRUSWAL SYSTEMS
4445 NORTHPARK DRIVE, SUITE 200
COLORADO SPRINGS, CO 80907
(800) 322-4045 FAX:(719) 598-8463
C001003160A
1/10/01 Users of Truswal engineering:
The TrusPlusTM engineering software will correctly design the location: -
requirements for permanent continuous lateral bracing (CLB) on members for
which it is required to reduce buckling length. Sealed engineering drawings
from Truswal will show the required nun)ber and approximate locations of braces
for each member needing bracing. In general, this bracing is done by using
Truswal Systems Brace-ItTM or a 1x or 2x member (attached to the top or bottom
edge of the member) running perpendicular to the trusses and adequately
designed, co-inected and braced to the building per the building designer (See
ANSI/TPI current version). The. following are other options (when CLB gracing is
not possible or desirable) that will also satisfy bracing needs for individual
members (no building system bracing) -
1 .
racing):
1. A 1x or 2x structurally graded "T" brace may be nailed flat to the edge
of the member with 10d common or box nails at 8" o.c. if only one
brace is required, or may be nailed to.both edges of the merr:ber if two
braces are required. The "T" brace must extend a minimum of 90% of
the member's length.
2. A scab (add-on) of the same size and structural grade as the member
may be nailed to one f?ce of the. member with 10d common of bo
nails at 8" o.c. if only one brace is required, or may be nailed to both
faces of the member if two braces are requirej. A minimUm of 2x6
c, lis -are req.u!rCC1 f0!' any rnE?"il''. E'r E?Xi•e2Qli? iso' -!J In le^lit(1.
Scab's) must extend a minimurn of 90% of the members length.
3. Any member requiring more than two braces must use perpendicular
bracing or a combination of scabs and "T" braces, or any other
approved method, as specified and approved by the bt!ilriing designpr.
, 1 • EXAMPLES
90%L]
L
r, :,
Please contact a Truswal engineer if there are any questio
2.
RECOMMENDED CONNECTION DETAILS
THESE DETAILS ARE INTENDED TO SHOW MINIMUM REQUIRED CONNECTIONS RECOMMENDED
BY TRUSWAL SYSTEMS. THE DETAILS DO NOT REPLACE OR SUPERSEDE ANY DETAILS
SPECIFIED BY A PROJECT Et'31NEER OR ARCHITECT ON A PARTICULAR PROJECT, NOR
HAVE THEY BEEN ANALYZED FOR SEISMIC AND WIND FORCES ACTING ON THE CONNEC-
TIONS FROM THE RESPONSE OF THE. STRUCTURE TO SUCH LOADS. .IT IS RECOMMENDED ~
THAT THE APPROVAL OF THE PROJECT ENGINEER OR ARCHITECT RE OBTAINFD BEFORE
USING TIiL;SL' DETAILS. LlEA3-,1NG RE0UITiEMEN' S SHOWN ON SPECIFIC TRUSS DIESICNS
MU:: -T !iE SATISFIE,D, iNCLLiD3A,,lG C;t)NNEC'l,IONS 1.'OR LIPI,IF'l, Ri',ACT'IONS.
TRUSS CONNECTION TO EXTERIOR BEARING WALLS
TRUSSES @ 24" O.C. (TYP.)
A
BLOCK
qL
BLOCK - BLOCK BLOCK --
,f TOP PLATES
O STUDS @
AL 16TYP . C „J
c
,tp4
BOT
CHORD
SECT •
TRUSS
'A -p'
(TYP.)
PROCEDURE: I t—1
1 TOE -NAIL BLOCK TO TRUSS WITH 1=16d COMMON NAIL.
2 PLACE NEXT TRUSS AGAINST BLOCK AND TOF-NAIL TRUSS
TO TOP PLATE WITH 2-16d COMMON NAILS.
3 END NAIL 'THROUGH 'TRUSS INTO BLOCK WITH 1-16d COMMON NAIL.
4 PLACE NEXT BLOCK AGAINST TRUSS AND REPEAT STEPS 1 THROUGH '3.
5 BLOCKS MAY BE ATTACHED TO TOP PLATE WITH SIMPSON A35F (OR EQUIV.)
FRAMING ANCHORS. SEE MANUFACTURER'S CATALOG FOR DE
SPECIFICATIONS.
TRI3SS CONNECTION TO TNTF.RTOR RFARTNG WALLS
X' BRACING\ C7 Q
B . C. OF TRUSS OR 11J = X991
- - -- ------ -- — _-- — —` / END VERTICAL RIJN C- U N C11200/ Q
TO B'EAjRl:r,fG.
WALL MUST BE AT HEIGHT SPECTFIED ON THE DESIGN DRAWING OR
MUST BE SHTMMED TO THE CORRECT HEIGHT.
USE 2--16d COMMON NAILS TOE -NAILED INTO THE TOP PLATE / \
THROUGH EACH TRUSS.
DIAGONAL 'X' BRACING IS REQUIRED AT ENDS OF THE BUILDING L
;DR R y?A1 i_
' S: yCIPv'C; I'S i;iN. 2x3 MATERIAL WITH 2-Bd NAILS EACH END.
BLOCKING SIMILAR TO EXTERIOR WALL DETAIL IS RECOMMENDED.
TRUSS CONNECTION TO NON-BEARING PARTITION WALLS
WALL PERPENDICULAR TO TRUSSWALL PARALr-EL, TO TRUSS
--
-BUT CH01 i) BOT CH
I iT B
y
I, C TOP 2PLATE SECT. C
TOP PLATE JJJ+++
B
J
1 -16d COMMON NAIL OR
1-1.6d COMMON NAIL OR 24" O.C. SIMPSON STC (OR EQLIIV.
SIMPSON STC (OR EQUIV.) 'TRUSS CLIP TYP.
TRUSS CLIP
FILE NO. CD -1
DATE: 9/10/92 j
REF.: DES. BY: L.M. CK. BY: \•wAllwl& / SY-eSYSIEMSM'y?